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Plans (7) Lam- CEDAR RIDGE H • JOB # Coral CommonTRUS-W AYy Unit C-A N O V 1 2006 QUOTE#806082711 WA 750-14701 i 285-21115 MSC-2280 CITY OF TIGARD °`�r' : `P"`h„ CUSTOMER QUOT UILDINGDIVISIO>� a • • CEDAR RIDGE HOMES =Cedar Ridge JOB NAME:Coral Common PLAN:Unit C-A 8 1905 SW 257TH AVENUE a e ELEV: MSC-2280 E.`TROUTDALE,OR 97060 p Portland,ORSALES REP:Steve Ryder 2 T r Lot/Elk/Sub / , OVERHANG INFO LAYOUT GM 09/12/06 'o1 o: • CONTACT: I FRAMER: END CUT PLUMB QUOTE GM 09!12!06 PHONE: PHONE: RETURN CUTTING // • .�.- LOADING: 25.0,7.0,0.0,10.0 HEEL 00-04-00 ROOF TRUSSES ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) PROFILE QTY PITCH TYPE BASE O/A LUMBER OVERHANG CANTILEVER STUB PLY TOP BOT ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT MONO TRUSS - 1 4.95 0.00 T09 08-04-05 08-04-05 2 X 4 01-10-10 ...IIIIIIl4IL, GABLE Building type"C" 1 7.00 0.00 101 25-00-00 25-00-00 2 X 4 2 X 4 01-04-00 01-04-00 _ COMMON /�� III 7.00 0.00 TO2 25-00-00 25-00-00 1111101-04-00 01-04-00 �-� 9396 SW Coral St. 7.00 0.00 INTO OST 25-00-00 25-00-00 HIE 01-04-00 01-04-00 --- MST2006-00259 , 7.00 0.00 T04LE 12-00-00 12-00-00 EIN01-04-00 --�- IllCOMMON 9368 SW Coral St. „A-,,,,„ 7.00 0.00 T05 12-00-00 12-00-00 ENE 01-04-00 -�- MST2006-00260 -7.00 0.00 COMMON TO6 25-00-00 25-00-00 2 X 4 01-04-00 01-04-00 • COMMON -- 9328 SW Coral St. 7 7.00 0.00 T07 25-00-00 25-00-00 2 X 4 01-04-00 01-04-00 MST2006-00263 COMMON 7 00 000En-01-04-00 --- . . T08 13-00-00 13-00-00. O JACK ®® 9334 SW Coral St. 7.00 0.00 710 01-11-11 01-11-11 01-04-00 04-00-05 04-00-05 JACK ®® • M$'I'2006-00268 7-00 0.00 Tt 1 03-11-11 03-11-11 01-04-00 02-00-05 02-00-05 JACK 7.00 0.00 T12 06-00-00 06-00-00 NM01-04-0000-00-07 --- 9402 SW Coral St - JACK MST2006-00272 7.00 0.00 T13 01-11-04 01-11-04 " 01-04-00 00-00-07 I 4 JACK 7.00 0.00 T14 01-11-04 01-11-04 01-04-00 02-00-07 MONO TRUSS • 7.00 0.00 T15 06-00-00 06-00-00 01-04-00 eAZI MONO TRUSS 7.00 0.00 T16 06-00-00 06-00-00 . 01-04-00 MONO TRUSS 7.00 0.00 T17 08-00-00 06-00-00 01-04-00 ,.II ht. III GABLE 7.00 0.00 T18 13-00-00 13-00-00 01-04-00 COMMON 3 7.00 0.00 719 13-00-00 13-00-00 2 X 4,2 X 4 01-04-00 • ITEMS QTY ITEM TYPE SIZE NOTES LENGTH PART NUMBER FT-IN-16 R i " ;NC3901 NE 8 i , ST VANCOUVER, t 93.66 .6r. 7.-0 470 5n 61 r 977. 4t� W!' . �ti;.;_ (.�-\:' l i �v.Fl .�I, r,�4�.---.. . .... .f'.<r'. 7cr�i"f - l,ii>>J; :":�•�-.I J - ,�t�3 i 2�.�-2 :J-1, � !Y�: U�. .�'y' _ B06082711 DATE 09/13!06 PAGE 1 • CEDAR RIDGE HOMES JOB # Coral Common QUOTE#B06082711 T ® 5 Unit C-A (3n)755-1 I( 235-231 MSC-2280 ; 'T r,:{' rra. h CUSTOMER QUOTE CEDAR RIDGE HOMES Cedar Ridge r— JOB NAME:Coral Common PLAN: Unit C-A s ' 1905 SW 257TH AVENUE I ELEV;MSC-2280 D TROUTDALE,OR 97060 [PT Portland,OR N SALES REP:Steve Ryder T Lot/BIk/Sub / pOVERHANG INFO LAYOUT GM 09/12/06oCONTACT: FRAMER: END CUT PLUMB QUOTE GM 1 09/12/06 RETURN CUTTING j / PHONE: PHONE: LOADING: 25.0,7.0,0.0,10.0 HEEL 00-04-00 • ITEMS QTY ITEM TYPE SIZE NOTES I FT-IN-16 H I PART NUMBER 30 Bird Blocks 2x4 Solid Blocks 25 Bird Blocks 2x4 Vented Blocks 55 Hurricane Ties H2.5T Hurricane Tie(s) 1 Hangers-Simpson HUS28 Simpson 8 Hangers-Simpson LUS24 Hanger(s) Trus-Way,Inc-operates as a Material Supplier,not a Subcontractor.The truss list above is not guaranteed to complete your job.Purchaser must verify quantities,dimensions,pitch,overhang and other specifications. GRAND TOTAL $1 748.00 *Price is subject to change if order is not delivered within 30 days of above date.Terms are 1%10th,Net 11th,unless noted otherwise.Past , due accounts will be charged 1 Y%per month interest(18%per annum)plus any legal fees required for collection,including reasonable **TAX IS NOT INCLUDED" attorney fees and the cost of filing a construction lien. *Repairs or alterations to trusses on jobsite without prior authorization from Trus-Way,Inc.wilt not be recognized nor`back-charges"as a result thereof. 'Customer assumes responsibility for unreasonable access or exit at jobsite,and agrees to pay for Tow Truck if necessary. 'Trus-Way,Inc.is not responsible for mud on streets or damage to underground systems,driveways or curbs.Additional crane time over and above reasonable time to deliver will be charged at$120 per hour. Accepted By: Date: i_3�-`i�".' . tt'<t�. 99 1 NE68TH S! ,CO - R -G '98 - (36 t :0-147(, 803) 28�-2 1 (87 S �,; ��1--„ :fes. r, J t�sOL,j :) r (�� 1, TRUSWAY J`��f`• B06082711 DATE 09/13/06 PAGE 2 Customer Customer Address 'f Customer Address 2 I Roof C- EIevaton A Scale: 1' : 118" Dater 12/28/2006 t25.0.0 ,._ 1 J. ! 1 . moi MIIIIII I. .w i° 1 ! t y 1 1 1 ! 1 -I,�((-`�_�. i Os I I 1 9 - I _ _-_-_. 9- .__ - __.....-}._ 4I .h r- w' I i I 11111111111111111111111.14 i I I I I . t ! , 1 i ! I / I Ge .;W ! _ fe Cedar Ridge Homes k-W - YEMI ,p . Elev.A 1340 J. 124 Customer Customer Address 1 Customer Address 2 • Job: B06082712 Roof C- Elevation B Scale: 1' : 1/8" Date: '12128/2006 • 2904 Ge 'io1 s r t • W r .Ge 1 l r. Qr 194, t + Gs fr 1 - 1 t � T13 — -- --� _ Cedar Ridge Homes Elev. 738-0 124-0 I __ • M Te k POWER TO PERFORM.'" MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: B06082711 Fax916/676-1909 Coral Common The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Trus-way Inc. Pages or sheets covered by this seal:R22704965 thru R22704983 My license renewal date for the state of Oregon is June 30,2008. Oie \`.,"\<coGlN c� Ste© 16890PE r �NA OREGON c''" • • /I1/fit E •IRA`•cir 06/30/08 ' September 7,2006 Tingey,Palmer 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-1995 Sec.2. MiTek POWER TO PERFORM."' MiTek Industries, Inc. 1111 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: 606082711 Fax 916/676-1909 Coral Common The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Trus-way Inc. Pages or sheets covered by this seal:R22704965 thru R22704983 My license renewal date for the state of Washington is August 1,2008. • c' ? 1()496 �! (,/s S.S/r) 4041( EXP 5: 0,i►� September 7,2006 Tingey,Palmer 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 ANSUTPI-2002 Chapter 2. • Job Truss Truss Type Oty Ply Coral Common e R22704965 606082711 701 GABLE 1 1 Job Reference(optional) _ Trus-Way Inc..Vancouver,WA 98668,Pat mac - 62001 Jul 13 2005 M7ek industries,Inc Thu Sep 07 14.48:11 2006 Page 1 • I-1-4-0 1 12-6.0 I _. 25-0-0 126-4-0 I 1-4-0 12-6-0 ...._ 12-6-0 1-4-0 , 3x6= Scale=1:52.2 11 10 pi 12 • 9 13 I 8 14 7.00 12 15 7 8 16 ,ez, J / 17 119 3 n 2 2U `31t3 ®--- -3 *. 2114 304= 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x4= 3x6= I 25-0-0 - I 25-0-0 Plate Offsets(XX): [11:0-3-0,Edgej LOADING(psf) SPACING 2-0-0 CSI DEFL in (lox) Ildefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.01 21 n/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.01 21 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 20 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:164 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G - TOP CHORD- Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 DF Std G • \V.11.-S. T/\, REACTIONS (lb/size) 11=84/25-0-0,2=201/25-0-0,31=66/25-0-0,32=116/25-0-0,33=113/25-0-0,34=112/25-0-0,35=111/25-0-0, ,..\-'' "A, '' 36=115/25-0-0,37=95/25-0-0,38=164/25-0-0,29=66/25-0-0,28=116/25-0-0,27=113/25-0-0,26=112/25-0-0, 4 O� I/,) 25=111/25-0-0,24=115/25-0-0,23=95/25.0-0,22=164/25-0-0,20=201/25-0-0 .<~' Max Uplift2=107(load case 3),31=-11(load case 3),32=-53(load case 3),33=-52(load case 3),34=-50(load case 3), 1: 'd �} G� 35-51(load case 3),36=-48(load case 3),37=-60(load case 3),38=-39(load case 3),29=-11(load case 3), 28-53(load case 3),27-52(load case 3),26=-50(load case 3),25=-51(load case 3),24=-48(load case 3), 1 23=-60(load case 3),22=-39(Ioad case 3),20-107(load case 3) Max Grav11=207(load case 3),2=202(load case 4),31=74(load case 4),32=117(load case 4),33=113(load case 1), .G 34=112(laad case 4),35=111(load case 4),36=115(load case 1),37=95(load case 4),38=164(load case 1), 1:' ,, 30496 � ` . 29=74(load case 5),28=117(load case 5),27=113(load case 1),26=112(load case 5),25=111(load case 5), .k. -GI`,l P"tib 24=115(load case 1),23=95(toad case 5),22=164(load case 1),20=202(load case 5) S r7�. .�L C. FORCES (lb)-Maximum Compression/Maximum Tension - - TOP CHORD 1-2=0/41,2-3=-51/38,3-4=27/16,4-5=-20/46,5-6=-21/85,6-7=-21/124,7-8=-21/163,8-9=-21/203,9-10=-24/243, 10-11=5/260,11-12=-5/260,12-13=24/243,13-14=21/203.14-15=21/163,15-16=21/124,16-17=-21/65,17-18=-20/46, EXPIRES:08-01-08 18-19=-27/16,19-20=51/38,20-21=0/41 BOT CHORD 2-38=-0/128,37-38=01128,36-37=-0/128,35-36=-0/128,34-35=-0/128,33-34=-01128,32-33=-0/128,31-32=-01128, 30-31=0/128,29-30=0/128,28-29=-0/128,27-28=0/128,26-27=-0/128,25-26=0/128,24-25=01128,23-24=-0/128, �,..1 .D PROFFS 22-23=-0/128.20-22=-0/128 "t WEBS 10-31=-47/27,9-32=90/69,8-33-86/68,7-34=-85/66,6-35=-85/67,5-36=-88/67,4-37-72/63,3-38=-126/84,12-29=-47/27�`s� <(... /Y xs/O 13-28=-90/69,14-27=-86/68,15-26=85/66,16-25=85/67,17-24=-88/67,18-23-72/63,19-22=-126/84 1,4f0' NOTES - 1)Unbalanced roof live loads have been considered for this design. / 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf,Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right 0/' • - M exposed;Lumber DOL=1.33 plate grip DOL=1.33. 0) 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gabi- ` 0 V - �� • End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. • �- � �� 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. - 0, 5)All plates are 2x4 MT20 unless otherwise indicated. 4'11:1 S.1" 6)Plates checked for a plus or minus 5 degree rotation about its center. 7)liable eq page continuous bottom chord bearing. CoI EXPIRATION DATE:06/30/08 ) September 7,2006 A. WARNING-Verify design paranrstsro and REM NOTES ON TRW AND INCLUDED MITER REFERENCE PAGE HII"7473 BEFORE USE. Design valid for use only with Mitek connectors.Thy design is based only upon parameters shown,and is for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of buiding designer-not truss designer.Bracing shown � - u for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbility of the erector.Additional pennonent bracing of the overall structure is the responsibiffy of the buibing designer.For general guidance regarding fabrication quality control.storage.delivery,erection and bracing.consult ANSI/ffli Quality Criteria.DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safely Information available horn Truss Plate Institute.583 D'Onofrio Drive.Madison.WI 53719. Citrus Heights,CA,95610 e" Job Truss Truss Type qty Ply Coral Common R22704985 006082711 TO1 GABLE 1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Pat mac 6200 s Jul 13 2005 MiTek Industries,Inc.Thu Sep 07 14:48:11 2006 Page 2 NOTES 8)Gable studs spaced at 1-4-0 cc. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 11)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard • • • • • • ANNERIEfIgNMEW ® WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with ASTek connectors.This design is based only upon parameters shown.and is for on individual building component. Applicability of design pararnenters and proper incorporation of component is responsibility of building designer•not buss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing b insure stability during constriction is the responsibility of the • erector.Additional permanent bracing of the overall structure is the responsbTdy of the building designer.For general guidance regarding _ fabrication.quality control.storage.delivery.erection and bracing.consult ANS64rti Quality Criteria,DSB-89 and 9CSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Infonnaflon avoloble from Truss Plate Institute,583°Oneida Drive.Madison.WI 53719. Citrus Heights.CA.95610 4 Job ThitSS 1%69 T)p# Qty 'Ply Carat Comm R23879377 90601.2711 T02 COMMON 9 I t 30b Reftwo1i0446916/7 TruwWay km,Vsobawor,WA 08888 9900 s Dec 14 2005 husk IntkatileA 169.Thu 17169 21312:01a 2908 Page 1 rittO 1 94-13 1 1344 1 194.3 I 2. 941. _f257416.1 14a 9413 544 543 5443 144 864te 16122 4 ill 2 7.011F2- ifizAIL14100,111111 as4 it 3 6 -911111411111L. lairbillibbs_ 9 100010 69 :99594666.0..s 3 41%4%; I :,.., 4...,.. . 11 9 te e 4s9= 364= Rd= 354= I 9444 1 564-2 i 9344 i 5414 343 6444 Plate Offsets(X.Yr 12:0-00,04-4L16:04-0.0-0-41 LOADING(pet) SPACING 2-0-0 Cbl DEFL b Boo) Wed lid PLATES GRIP TOLL 25.0 fates Increase 1.16 TO 0.31 Verl(LL) -0.09 6-8 >999 380 81120 2201195 TOOL 7.0 Lumber increase 135 BC 0.42 VedflL) -0.18 2-10 2499 180 KU OA Rap Stress her YES Wi3 0.26 florz(TL) 0.04 6 ria la OWL 10.0 Code IR02003/7P12002 Weida) Weight:111 b LUMBER BRACING TOP CHORD 2 x4 OF No 1.98tr 0 TOP CHORD Sheathed or 4404 CO pains. BOY CHORD 2 x 4 OF Nollair G GOT CHORD Rigid ceiling rarcay applied Of 10-0-0 tic bracing. WEBS 28 4 OF SW REACTIONS (Ibhrize) 2=1156/0-6-11,6=11564-5-6 ,j,(1,ff.S. Max Up6112---349(LC 3).6W-350(LO 3) .8.1-** /1- of WA$/#4, 1. FORCES (b)-itaidinurn Compressionbleximunt Tension ,k.A•4 . -, °A TOP CHORD 1-2=0/432- --1055/391, 3-4e-14601421,4-5-14601427,54m-16551391,64=0143 n. n 0 BOT CHORD 2-100-191/1333,t04 1.-11/904,9-11.-11/904.942.-11(004,8-121.411804.6-87-10111333 (.1 9 7,- WEBS 3-1Cm-353/259,4-10•-1181588,4-8m116/568,5-8v-353/259 NOTES tt 1)Unbalanced mof five loads have been considered for this design. 16 30496 0 tit v0 c 2)Wind"ASCE 7-0Z110110:Waft;TSIX'4.266t:BattAkoest Category 10 Esp 13;encase*C-C Esterior(2);caniteyerleff and tight exposed;Lumber DOL=1.33 plate grip DOL*1.33. 3)50.13RIAC unit toad placed on the bottom thord,12-6.0 from left end,supported at tie peak 4-04 batsill...t.,, -, AL C• 4)This truss has been designed far a10.0 pat bottom chord Nee bed anemia:errant vale any eater aye loads. 5)Plates checked tore plus or minus 5 degree retrial%abed its center. 6)A platerating reduction at WA has been applied Weal grass bomber sembe(s. 1 EXPIRES:0X-01-08 7)ride tress is designed In accordance with the 2003 internedonel Restdenael Code socCons Ii5021IA and R802.102 and refsweaeed standard ANSfript 1. 8)Haryan(e)or other 901111447909 device(s)SW be provided subdent to supped ouncenbeted load(s)25 Cartoon at 106-0.and 26thdown to PR 0,4..,.., at 14-6-0 an bottom chord.The*big a/selection clench caner:63n drabs(*)is the respondtay of others. '4,(C:1' 0`o c 0)This trues does not include any time dependant deformation for longterm beam(creep)In Ste total toed affection. The betiding :Co tOetN t• AP. .0„ designer Mae reedy that this parameter Ns yeah the Intended 999 of thls component / -57 c ' 16; ,•P r. LOAD CASE(S)Standard (/' 1,49' <40r. P*1 /,.. 414-R s.-c‘‘A ( EXPIRATION DATE:06/30/08 i December 28,2008 mimic v.,40,4f...vm,........6......t MIAS ctialle ON TUN AMR INCLUOIOD lat$N IttraPSNCIPAGIC t13147:1*MOM NUL Mt%wad for 66.464y,996 WO CorOOotOr3.thi.chnkr 1 baled 010),Opoel poramoten 3riowt,trod It Won 199i4doorbuldb4 corroonent oblly ad dodgro menials cod moor Iheapototoftof component krosponabVitt of Yoking designer-not Ws deegnm 165491a thaws MiTek. ...pc..441 web members ody.AckPliondltomporogy bracing la frou3911013tiff thodoo000$34icilco Who M00046111113 of he elector.Addiff000l pemlonoot&mfr.;of the Drool stocks*Is Ilse Moons/Any of'to buldhgAIgi re I Voneacilgtidarico togenrog yr oeseetwo, lobeloaffon.quoit,conkot stoioc33,3balteegy,cream mod boodoa.Co/1401 mranrit Ctuatty 631619 sod AC,1411694149449kpepold 2177.06145back 1494.4644 109 366,4y 6640n4946 OVtilebk,*OM TWOMMO Insittuto SAO frOtkohloOtko,MoOison.WI 53.71Z 96,44 HA**CA,41480 1 Job Truss Trim.Typo -Qty. Ple CootCaelmon 008082712 702 COMMON 9 1 1123574378 Reference Trus-We V cauvar.WA 99660 6.590 e D 14 2000 MReN Industries,lata.Thu Bea 291z01.212006 Pegs I 1.44.01 6513 i 16960 1 1984 - I 2504 ._ .. 40-404 140 65.10 983 004 0.543 140 Sad= Stela=tax 4 7.00 13. - z.gittift, )110010,\ xre r s a .1. \ t. b x arn, r) 468- to tt 9 12 a to-. Set r. Aid= 304 i $614 t 1sex 1 264.0 I a-0-14 04-5 8614 . _011000 t, . .; , , . 3 7; . .0-0-4 LOADING(psf) SPACING 24-0 C31 DEFL In {foo) Vdeft Lid PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.31' Vart(tt) -0.09 6.0 =4199 390 MT20 2201195 TIAL 7.0 Lumber increase 1.15 BC 0.42 Ve 1(rL) -0.18 2.10 a999 460 ECU 0.0 Rep Stress kw YES 1N6 0.28 Horx(il) 0.04 6 ria eta 900L 10.0 Code ttC20031TP12002 Webb* . Weight 111 df LUBBER BRACING TOP CHORD 2 x 4 DV No.Ink G TOP CHORD Sbe rh ed or 440-7 oc nudes. BOT CHORD 2 x 4 CF Na1&9r 13 BOT CHORD frigid ceilke directly applied or 10.0-0 oa braNnp. WEBS 2x4OFSki G REACTIONS (braise) 2=1159/0.49,9=115010-5-8 Max Upl -349 .03).9=3500..0 3) � t R S.TA,qr ( W/S/ "'J- FORCES (lb).Ma dilmlm C°m Tension4- TOP CHORD 1-2=0143,2-3=-1655/3111.3.4=14601427,44=4404/427.54=-1965/391.0-7=0143 1.1t '�� cr HOT CHORD 210=-191/1333,10.11=-111504.9.11=11/904,9.12=-111904,0-12=-11/904.6.6=-191/1333 of sr :S.A 4 MBS 3-10=-3531250,4.10'=-110!698,4.8=-116/680.541=4531259 - .01 NOTES to 1)Unbalanced roof We r haus been considered far grin design. 1030496 (4/2)Win*ASCE 7-OZ 110mph,h-18ft T4'O1 42065 BCD1*9. Category it Exp Il !cued C-C ESdetior(2)cantilever 5651 E right0� �4.; 1:.1.ti V exposed;Lumber DOLat.33 plate t 3) AC unit toad placed on bottom x,12.6.0 from left end,supported at Iwo points.4-0-0 apart. S's. ��NA1. � � 4)This truss has been designed fora 10.0 Whelan chord qve Mad moment with any other the toads. 5)Plates checked fora plus or aims 5 degree roeeUonabout to center. 0)A plate rating reduction of 20%has been rippled far the green lumber members. 7)This bus*is designed In accordance'Nth Be 2003 International Reatden0el Code$0660.19 8502.11.1 and 8802.102 and referenced EXPIRES:08-0i-08 standard AN.StrrPl 1. 0)Hangers)et other comiecdOn dsvlce(a)titan be provided auffictent to supped concentrated loads)25 lbdown et 109.0,and 25 lb down ti,( PROp;:196> et 14.9.0 on bottom chord.The det le tion of such oonnecton dece(}is the respensibof°Btes'@NGtY SS/9)This doe*not Include stime wih deformation for long term Imam component (creep)In the total darleo0on.The building ti $ CI,. designer verify that s par wtthe used cq ent LOAD CASES)Standard .ir,,`, i to t% O•r, e. X00 FJ(PIRATIQN DATE:06/30/08-1 December 28,2006 =new NitillaNIZENISIMINISSEMNIVISIts. A yummy.- ..ae4RsW roTImf0PiTI IRANDincunaemlrewnanc trueness-Ills=tow$t wkefnruse* rw$tWetconewcoaana.a. abcoaad.+upon pommies* w.00,4sbrwae, orb I or 446/00 aoaanenhetsand ptaee haxpmalto$of408104 88114m0yof des8ner.,,0r,,,„re li'tTek' ill avatr*gpodofi ucdwebmerammse1Of*Addy$onaitemtr«ontxw511010 rwre vb pr: 6vc6onbm» orae anis/.AdeouanW onbel.841bracig tete ciOa o+db,o.O se alto4AUrio a Fat aerosol diq .e.aa.=as=..mrR fobAca$on.9valMuedubborage.aeewuy.erec$unand cceusa 13119. 040.60 and 0Cah aaiana rm IIrasalacttans,Saes 100 Safely apeman aw 0815homA 14$1'0Psanofala5ea�nrMw,Mafap4wm51719. Cbn=IN ,bA,05818 , L Job Truss Truss Type Qty Ply Carat Common R22704967 [ 806082711 T03 KINGPOST 1 1 iTi_ Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668.Pat mac 6.200 5 Jul 13 2005 WITek Industries,Sc.Thu Sep 07 14:48:12 2006 Page 1 1-tool 638 I 12-8-0 I 25-0-0 126da1 1-4-0 6-3-8 6-2-8 12-6-0 1-4-0 i 3x6 Scale=1:52.7 f i 12 10 i7 13 B 14 6 15 7.00 12 4x6_ a16 Ii 4 . 17 -- 3 n - 18 5 I 19 -7 20 9 E 21 ( 11 2 • t3 22 d1 ®' S �' ®srxsar®,rx x>< xxx�xxxx >< 231+ - .� 3x5= 34 32 31 30 29 28 27 28 25 24 3x4= f 5512= I 6-3-8 I 12-0-0 i..__..__... 25-0-0 1 , 6-3-8 5-8-8 13-0-0 Plate Offsets(X,V): [2:0-2-4,0-1-8],[12:0-3-0,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.31 Vert(LL) 0.02 2-34 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.05 2-34 >999 180 BCLL 0.0 Rep Stress fncr NO WB 0.15 Horz(TL) 0.01 33 Na n/a BCDL 10.0 Code IRC2003ITPI2002 (Matrix) Weight:159 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2 X4 OF Std G 10-0-0 oc bracing:2-34,33-34. OTHERS 2 X 4 OF Std G JOINTS 1 Brace at Jt(s):9 .AF:R S /Arr. REACTIONS (lb/size) 2=559/0-5-8,33=896/13-0-0,32=-178/13-0-0,31=119/13-0-0,30=102/13-0-0,29=116/13-0-0,28=111/13-0.0, \` Ll� W AS// ".•-- 27=113/13-0-0,26=109/13-0-0,25=126/13-0-0,24=60/13-0-0,22=133/13-0-0 _c" -,'S� -2. Max Uplift2=-234(load case 3),33=-204(load case 3),32=-224(load case 4),31=-49(load case 3),30=-54(Ioad case 3), .snF =3. -, - 29=-51(load case 3),28=-50(load case 3),27=-52(load case 3),26=-46(Ioad case 3),25=-70(load case 3), 22=-68(load case 3) Max Grav2=559(load case 1).33=896(load case 1),32=115(load case 3),31=119(load case 1),30=108(load case 5), 29=116(load case 1),28=111(load case 5),27=113(IDad case 1),26=109(load case 5),25=126(load case 1), 24=68(load case 2),22=162(toad case 5) 10 ,,',P.30496�V , • t .. t%lSfFR ' FORCES (lb)-Maximum Compression/Maximum Tension . rya, �L ....4%...) TOP CHORD 1-2=0/43,2-3-556/165.3-4=0/88,4-6=0/102,6-8=0/124,8-10=0/155,10-12=0/151,12-13=0/130,13-14=0/154, 14-15=0/119,15-16=0/115,16-17=0/115,17-18=-6/115,18-19=-45/115,19-20=-84/115,20-21=-127/118,21-22=-151/107, - 22-23=0/41,3-5=-515/210.5-7=-540/230,7-9=560/246,9-11=572/265,11-33=-696/284 BOT CHORD 2-34-11397,33-34=-1/397,32-33=-86/205,31-32-861205,303186/205,2930 _8612O5,28-29=-86!205,27-28=-86/205, EXPIRES:08-01-08 26-27=-86/205,25-26=-86/205,24-25=-86/205,22-24=-86/205 WEBS 10-11=-213/28,13-32=-146/0,8.9=-24138,14-31=-73/58,3-34=0/267,6-7=41/31,4-5=-50/38,15-30=-86/72,16-29=-86/66, 17-28=-85/66,18-27=-86/67,19-26=-84/65,20-25=-91/75,21-24=62/36 cs D PR 0F1 - NOTES ��G{(V� 0/0 1)Unbalanced roof live loads have been considered for this design. 44 -9 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right 168,04t r exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)All plates are 2x4 MT20 unless otherwise indicated. ' 1 5)Plates checked for a plus or minus 5 degree rotation about its center. U. 03 6)A plate rating reduction of 20%has been applied for the green lumber members. 0 'REGu 7)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced -9 F'� B EFS \ standard ANSI/TPI 1. {�7 8)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1(Id nails. �1 S--C, 9)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fds with the intended use of this component. Continued on page 2 EXPIRATION DATE:000,''()8 } September 7,2006 , WARNING-Verify design parameters and READ NOTES ON TRW AND INCLUDED MITER REFERENCE PAGE MIL74T3 BEFORE USE, :lir valid for use only with MITek connectorsThis design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsiblilty of building designer-not inns designer.Bracng shown is for lateral support of individual web members only.Additional temporary bracing to insure stabiity during construction is the responsibility of the Niel(' l(, erector.Additional permanent bracing of the overall structure is the resporuiblity of the bulding designer.For general guidance regarding POW6e re PreeCe., fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/T911 Quality Criteria,DSB-89 and scat Bonding Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719, Citrus Heights,CA,95610 • • . Job truss Truss Type 1Qty Ply Coral Common R22704967 606082711 T03 NINGPOST �1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Pat mac 6.200 s Jul 13 2006 MiTek Industries,Inc.Thu Sep 07 14:48:12 2006 Page 2 LOAD CASE(S) Standard • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • a WARNING-9ar f fly design paramerme and READ NOTES ON TN7E AND INCLUDED MITER'.REFERENCE PAGE ffiA7473 BEFORE USE. Design valid for use only with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paromenters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown 2 r e k is for lateral support of individual web members only.Additional temporary bracing to insure stabiily during construction is the responsibillity of the i( erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POW[It*a PC 10171V4.- fabricalion.quaky control,storage.delivery.erection and bracing,consult ANSI/nil Qualify Criteria.098-89 and BCSI1 Building Component 7777 Greenback lane,Suite 109 Safely Information avaiable horn Truss Plate Institute.583 D'Onolrio Drive,Madison,WI 53719. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Coral Common - - R22704086 806082711 T04 GABLE 1 1 - Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Pat mac 8.200 s Jul 13 2005 MTek Industries,Inc.Thu Sep 07 14-48:13 2006 Page I • -1-4-0 I 6.0-0 I 12-0-0 _.. I • 1-4-0 6-0-0 6-0-0 3x6= Scale=1:25.5 6 5 7.00112 4 8 3 1 9 1 ,:i., \D 2 a a a o v AI h iii�'� �i :�:�ii��i� � � ii:�i� ii :•i: :iii. i . i : ••••••••••••••• � =:i.= �: i==i=:= a:�: :=:�= 3x4= 3x4= I 12-0-0 • 12-0-0 Plate Offsets(X,V): [6:0-3-0,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL hi (lac) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 IC 0.12 Vert(LL) -0.00 1 n/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.00 1 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 10 n/a n/a BCUL 10.0 Code IRC20037TP12002 (Matrix) Weight:55 lb LUMBER BRACING • TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Std G 11 S.T 4r. REACTIONS (lb/size) 10=99/12-0-0,2=213/12-0-0,14=107112-0-0,15=89/12-0-0,16=180/12-0-0,13=113112-0-0,12=67/12-0-0, pti"__- E r '- 11=226112-0-0 -11=226112-0-0 ♦ °..v N`1Sf//.) -- .. Max Horz2=50(load case 3) < 1 j, Max Uplift10=7(load case 3),2=-123(load case 3),15_70(load case 3),16=-52(load case 3),12o-42(load case 3), f 0 - 11-111(load case 3) h Max Grav10=99(load case 1),2=213(load case 1),14=107(load case 1),15=91(load case 4).16=180(loed case 1), - 13=113(load case 1),12=69(load case 5),11=226(load case 1) 4 / (Ib) FORCES -Maximum Compression/Maximum Tension r 4,.,- L TOP CHORD 1-2=0/41,2-3=-61132,3.4=-43135,4-5=-35/77,5-6o-32/84,6-7=-32/84,7-8=-34/76,8-9=-47/40,9-10=-55/38 '', '-.Js I R.O-.`Jti BOT CHORD 2-16=0/66,15-16=0/66,14-15=0/66,13-14=0/66,12-13=0/66,11-12=0/66,10-11=0/66SS/ ALE LY • WEBS 5.14=-79/7,4-15=-71/72,3-16=-136197,7-13=-81/9,8-12=-62/61,9-11=157/124 NOTES 1)Unbalanced roof live loads have been considered for this design. EXPIRES:08-01-08 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. �F Q p R OPE.3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. -< �' 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �N I EF �Q-'Z' 5)At plates are 2x4 MT20 unless otherwise indicated. tc_y 6)Plates checked for a plus or minus 5 degree rotation about its center. Z 1 6 I ..10e "5"" 7)Gable requires continuous bottom chord bearing. / 8)Gable studs spaced at 1-4-0 oc. 9)A plate rating reduction of 20%has been applied for the green lumber members. cp 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. .,-0./ �0) 11)This truss does not include anytime dependant deformation for long term loading(creep)in the total load deflection. The building ' , . � designer shall verify that this parameter fits with the intended use of this component. �C - it,._f3 LOAD CAE(S) Standard tCa S \N I EXPIRATION DATE:06.130/08 September 7,2006 . a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7418 BEFORE USE. 141 Design void for use only with Mink connectors.This design's based only upon parameters shown-and'a for an individual building component. Applicability of design paramenters and proper Incorporation of component Is msponsiblsty of building designer-not huss designer.Bracing shovoi °u ` Tek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER ro PER _ fabrication,quality control storage.delivery.erection and bracing.consult ANSI/1111 Quardy Criteria,005-89 and SCStt Building Component 7777 Greenback Lane,Suite 109 Safely Information evadable from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. Canis heights.CA.95610 I Job Truss Truss Type Qty Ply Coral Common • R22704969 • 806082711 105 COMMON I 1 Job Reference(optional) Trus-Way Inc..Vancouver.WA 98668.Pat mac 6.200 s Jul 13 2005 MTek Industries.Inc.Thu Sep 07 14:4813 2006 Page l -1-4-0 I 6-0-0 12-0-0 - 1-4-0 6-0-0 6-0-0 5s6= Scale=1:26.0 3 I► 7.00 12 / \\� \\ \ \ 4 2 . a I6- 1 *21 - / 5 4x6= - 2x4 II 4x6— I 6-0-0___.. I 12-0-0 6-0-0 6-0-0 Plate Offsets(X,Y): (2:Edge,0-0-4),[4:0-0-0,0-0-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) 0.03 4-5 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.06 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:42 lb LUMBER BRACING ` TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • WEBS 2 X 4 DF Std G REACTIONS (lb/size) 4=478/0-5-8,2=592/0-5-8 - ,v\f,R S r/l`C .' - ` Max Horz2=50(load case 3) O1.1.,\\A S/71 Max Uplift4=139(load case 3),2-249(load case 3) ,S."'-' h,, G FORCES (Ib)-Maximum Compression/Maximum Tension �' 4--F T` 1.) TOP CHORD 1-2=0/43,2-3-642/186,3-4=-638/182 ��,, BOT CHORD 2-5=-68/473,4-5=68/473 ` , WEBS 3-5=0/268 . \ _ \� 30-196. NOTES :cf, <<;/ST£-v• = 1)Unbalanced roof live loads have been considered for this design. SS•/C) AL t`y' 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.Opsf,Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Plates checked for a plus or minus 5 degree rotation about its center. EXPIRES: 08-01-08 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. �Efl PRQF.• 7)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building co• (7))N t si5> designer shall verify that this parameter fits with the intended use of this component. N. ©� LOAD CASE(S) Standard 16:,,f.c �� '1,1FRS-T`� 1 EXPIRATION)DATE:06/30/08 September 7,2006 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. MN LL Design valid for use only with MTek connectors.This design is based only apart parameters shown.end's for on individual building component. Applicability of design poromenters and proper incorporation of component n responsbility of building designer-not truss designer.6recina shown is to lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding eill.117,0earaa.r fabrication.quality control,storage.delivery.erection and bracing-consult ANSI/1PI1 Quality Crifeda,DSB-89 and BC511 Building Component 7777 Greenback Lane,Sate 109 Safely Information available from Truss Plate Institute.583 D'Onoldc Drive,Madison.WI 53719. Citrus Heights,CA,95610 '4 - Job Truss TruseT e -- - yp 'QtY ply Coral Common I R22704970 806082711 106 COMMON 1 7 1 Job Reference(optional) Trus-Way Inc..Vancouver.WA 98668.Pat mac 8.200 5 Jul 13 2005 MiTek Industries,Inc.Thu Sep 07 14:48:14 2006 Page 1 -1-4-012-6-0 { 25-0-0 _.... 128-4-61 I 1-4-0 12-6-0 12-6-0 1-4-0 Scale=1:52.7 3x6=• 11 10 iii 12 9 13 7.00 l 8 14 • 7 • 15 39 r 5 17 q 16 j 3 19 ...A m 2 • I 20 d1 -�:� a S 5 E ._ 2114 _ :•::•B ::•❖:•:: a.......................''--'---.--....-.---'' :•!i'.❖:•i•:•i•::•:':•:•:•i ii4'Oii•:i•:❖i❖:•i :!::::::.:::i'••i•:':❖i•::•...•..••..• 3x4= 38 37 36 40 35 34 33 32 31 30 29 28 27 26 25 41 24 23 22 354= 3x6= l __..__..__:- 25-0-0 I • 25-0-0 Plate Offsets(XX): (11:0-3-0,Edge) LOADING(psi) SPACING 2-0-0 CSI DEFL in (too) I/de8 Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.01 21 n/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 21 n/r 90 BCLL 0.0 Rep Stress Inc: NO WB 0.08 Horz(TL) 0.00 20 Na n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:164 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G ,r - TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4DFStd G REACTIONS (Ib/size) 11=84/25-0-0,2=220/25-0-0,20=219/25-0-0,31=207125-0-0.32=258/25-0-0,33=254/25-0-0,34=258/25-0-0, Vv. R S - �G-. 35=234125-0-0,36=142125-0-0,37=109/25-0-0,38=209/25-0-0,29=207125-0-0,28=258/25-0-0,27=253125-0-0, C /tit tit 1S!/1,1 \f 26=242/25-0-0,25=428/25-0-0,24=273/25-0-0,23=86/25-0-0,22=212/25-0-0 ff��' :' Max Upl ft2-96poad case 3),20=98Qoad case 3),31=89Qoad case 3),32=-131(load case 3),33=-129(load case 3), / 5-f: G 34=-131(load case 3),35=-115(load case 3),38=-33(load case 3),37=-51(load case 3),38=12(load case 3), / 4 1� 29=-89(Ioad case 3),28=-132(load case 3),27=-128(load case 3),26=-119(load case 3),25=-267(load case 3). 24=-135(load case 3),23=-33(load case 3),22=-13(load case 3) .�r . J Max Grav11=207(load case 3),2=220(load case 4),20=220(load case 5),31=216(load case 4),32=259(load case 4), r ,z 33=254(load case 1),34=258(load case 4),35=234(Ioad case 4),38=142(load case 1),37=109(load case 4), 1-%J {� 30496 i ��` 38=209(load case 1),29=216(Ioad case 5),26=259(load case 5),27=253(load case 1),26=242(load case 5), �` -. l 25=428(load case 5),24=273(Ioad case 1),23 86(loed case 5),22 212(load case 1) S`c/t)ti 1, Y � FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/41,2-3=-50/39,3-4=-28/15,4-5=20/46,5-6=22/85,6-7=-21/124,7-8=-21/163,8-9=-22/203,9-10=-24/243, 10-11=5/260,11-12=-5/260,12-13=-24/243,13-14=-21/203,14-15=-22/164,15-16=-30/131,16-39=0/111,17-39=771126, EXPIRES: 08-01-OS 17-18=-10/37,18-19=-29/14,19-20=-50/39,20-21=0/41 BOT CHORD 2-38=-0/128,37-38=-0/128,36-37=-0/128,36-40=0/128,35-40=-0/128,34-35=-0/128,33-34=-0/128,32-33=-0/128, 2441=-0/128,23-24=W128,22-23=-0/128,2208--2229==-00//112288 0 22=0/128 27-28=-0/128,26-27=-0/128,2526-01128,25-41=-0/128, �'R�Q P R QF fiS,J- WEBS 10-31=-47/27,9-32=-90/69,8 33=-86/68,7-34=-85/66,6-35=-85/67,5-36=-88/67,4-37-70/64,3-38=-130/82,12-29=-47/27 c^o G\ G' G41 /0 13-28=-90/69,14-27=-85/67,15-26=-69/54,16-25=-279/218,17-24=-219/170,18-23=-47/45,19-22=-132/84 Cv +,/ 7 NOTES i t 1)Unbalanced roof live loads have been considered for this design. • 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right f. ' exposed;Lumber DOL=1.33 plate grip DOL=1.33. op 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gabt- O R ' ►, i ,�- End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. -0 rF ./� 1• -A 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �< • R �' 5)All plates are 2x4 MT20 unless otherwise indicated. "/&R s-' \�� • 6)Plates checked for a plus or minus 5 degree rotation about its center. 7)Gable requires continuous bottom chord bearing. Continued on page 2 EXPIRATION DATE:06/30/08 j September 7,2006 vs ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED RITES REFERENCE PAGE MIIT473 BEFORE USE. 'v Design void for use only with Mr-Lek connectors.This design is based only upon parameters shown.andis for an individual building component. Applicobilly of design paromenters and proper incorporation of component is responsibility of buildhg designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector.Adcktionai permanent brocisg of the overor rtruclure Is the responsibility of the building designer.For general guidance regarding POWER a renrowr.: fabrication,quoit./control.storage,delivery,erection and bracing,consult ANSI/TP11 Gutsily Crleria,005.89 and BCSit Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,triad-eon,WI 53719. Citrus Heights,CA.95610 ' Job Truss Truss Type Qty Ply Coral Common R22704970 • • 806082711 106 COMMON 7 1 ` Job Reference(optional) True-Way Inc.,Vancouver,WA 98668,Pat mac - 6.200 5 Jul 132005 MRek Industries,Inc.Thu Sep 07 14:48:14 2006 Page 2 NOTES 8)Gable studs spaced at 1-4-0 oc. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)Girder carries hip end with 6-0-0 end setback. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)288 lb down and 225 lb up at 19-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 13)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 - Uniform Loads(plf) Vert:1-1164,11-2164,2-40=38(F=18),40-41=126(F=-106),20-41n_38(F=-18) Concentrated Loads(Ib) Vert:39=-288(F) f • is • • • • • • { ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE ALU 7473 BEFORE USE. MIR Design valid for use only with Mick connectors.This design is based only upon parameters shown,and I for an individual building component. Applicability of design potamenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 's for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the resporsibilliry of the g erector.Additional permanent bracing of the overall structure a the responsibility of the building designer.For general guidance regarding Tawe.Eo rcaroen. • - fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPII 0ivardy Criteria,056.89 and 805)1 Building Component 7777 Greenback Lane,Gate 109 Safely Information available from Truss Plate Institute,583 D'Onofiw Drive.Madison.WI 53719. Citrus Fleglls.CA,95610 Job Truss Truss Type qty Ply Coral Common 822704971 806082711 T07 COMMON 7 1 }...- Job Reference(optional) Tins-Way Inc..Vancouver.WA 98668.Pat mac 6.200 s Jul 13 2005 MiTek Industries.Inc.Thu Sep 07 14:48:14 2006 Page 1 1-1-4-0 1 6-5-13 + 12-6-0 1 18-6-3 1 250.0126.4.0_ 1-4-0 6-5-13 6-0-3 6-0-3 6-513 1-4-0 5 ---= Scale=1:52.2 4 7.0012 2x4\\ 2x4 4 r 3 \5 W. \\ 2 \6 yr 1 es u u 7 (. '— 4 fat x6= 10 9 8 4x6= 3x4= 3x6= 3x4= 1 8.514 1...._..-_.__..___ 18-6-2 1 25-0-0 1 8-514 8-0-5 8-5-14 Plate Offsets(X,Y): [2:0-0-0,0-0-4),[6:0-0-0,0-0-4] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.09 2-10 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.20 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 HOrz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:111 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.l&Btr G TOP CHORD Sheathed or 4-11-6 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X 4 DF Std G �SF•� rl�r REACTIONS (lb/size) 2=1131/0-5-8,6=1131/0-5-8 Tie�'_-�\� Max Uplift2=-374(load case 3),6=-375(load case 3) /��t \ \.S f f`( �' - �/ • c 1 FORCES (Ib)-Maximum Compression/Maximum Tension ,?{��•• 7 ,— TOP CHORD 1-2=0/43,2-3=-1602/444,3-4=-1408/479,4-5=1408/479,5-6=1602/444,6-7=0/43 — BOT CHORD 2-10=-236/1289,9-10=-42/872,8-9=-42/872,6-8=236/1289t WEBS 3-10=-3561256,4-10=-146/559,4-8=-146/559,5-8=-356/256 i, NOTES r: .(t..30496 V $. 1)Unbalanced roof live loads have been considered for this design. /•� "6/ST41Lt. 2)Wind:ASCE 7-02;110mph,h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right SSfO�;.�L�:., C. expo _ sed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load norlconcurrent with any other live loads. 4)Plates checked for a plus or minus 5 degree rotation about its center. 5)A plate rating reduction of 20%has been applied for the green lumber members. EXPIRES: 08-01-08 8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard doesi 1 <c.0 P R Gtpe 7)This truss does not include anytime dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. - \c '- �G t NE�1�6-6, LOAD CASE(S)Standard / 9� �,..9OP t i o :•0 ,/f E 3'N .�c , 1< ' M-E�t21' (0 '1 R s.l'\ ' EXPIRATION DATE:06/30/08 j - September 7,2006 Design for use and ly with NUTek READ E_ .7USE. Las Applicability design connectors..This design of basedonly is responsibility meter and ENOTES ON MIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE parameters shown,and is for an individual budding component. A liicabii of paromenters and proper incorporation of building designer not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilkty of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .•mseim m veorana.- fabrication,duality control,storage.delivery,erection and bracing.consult ANSI/TPll Quality CrIetta,058-89 and 8C5118uddiny Component .7777 Greenback Lane,Guile 109 Safely Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. Citrus Heights.CA.95610 a ., !Job Truss -Truss Type Oty Ply Coral Common -_ R22704972 1906082711 T08 COMMON 2 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Pat mac 6.200 s Jul 13 2005 MTek Industries,Inc.Thu Sep 07 14148:15 2006 Page 1 9.6-? 6-6-3 I 13.0.0 1 14-4-0 1 0.6-0 6-0-3 55-13 1-4-0 7.00 FIF 4x4= Scale=1:49.4 4x4 II 12 441J 2X411 3 :r - ,,- r!. r; y3 n n hilliiii.h._ 4 to 5 1= 7 6 3x5= 3x4 II 3x5= 6-6-3 1 13-0-0 6-6-3 55-13 7-,,,,,,, . LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.94 Vert(LL) 0.04 4-6 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.08 4-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:67 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purling, except end verticals. BOT CHORD 2 X 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G WEBS 1 Row at midpt 1-7 REACTIONS (lb/size) 7=524/0-5-8,4=636/0-5-8 ,S T Max Horz7=-374(load case 3) l`�E, L�i- Max Uplift7=242(load case 3),4=-167(load case 3) �� F`;�' Si//b L� —\ G FORCES (Ib)-Maximum Compression/Maximum Tension .....\'' 1 TOP CHORD 1-2=-2601151,2-3=-712/227,3-4=693/16,4-5=0143,1-7=458/267 '_ ,r, . � BOT CHORD 6-7=0/356,4-6=0/513 I 44 WEBS 2-6-356T756,3-6=-446/366 ` \;: NOTES r` 30496 1)Unbalanced roof live loads have been considered for this design. _ ( f,', ,' 1 f..y. i9 •;'� 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right S ,--AL) exposed;Lumber DOL=1.33 plate grip DOL=1.33. SJCJ 1`,31. '' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurreM with any other live loads. 4)Plates checked for a plus or minus 5 degree rotation about its center. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced EXPIRES:08-01-08 standard ANSIfTPI 1. 7)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building �3 P R QFC designer shall verify that this parameter fits with the intended use of this component. r- S' c3'� NGINE - �/ LOAD CASE(S) Standard ��\ R Cde r- CC 1 Rya+f,,. f /'c.c ''oT O' •N �o ' r:ERoN, �� -7.<'47 TA 1,�C� EXPIRATION DATE:06/30/08 1 September 7,2006 A WARNING-Partly design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE Orn=-7473 BEFORE USE, ME Design valid for use only with MITek connectors.Thls design is based only upon parameters shown,and is for an individual buiklhg component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to insure stability during consinrclion is the responsbillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication quality control,storage.delivery.erection and bracing,consult ANSI/IM1 Quality Wena.DSB-89 and BCSII Building Component 7777 Greenback Lane,Stine 109 Safely Information ovolabie from Truss Plate Institute.583 D'Onoi50 Dove,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss rTruss Type Qty Ply Coral common R22704974 B06082711 T10 JACK 1 1 Job Reference(optional) Trus-Way Inc..Vancouver.WA 98 ----- 668,Pat mac 6.200 s Jul 13 2005 Mirex Industries,Inc.Thu Sep 07 14:48:15 2006 Page 1 -1-4-0I 1-11-11 I 6.0-0 1-4-0 1-11-11 4-0-5 3 Scale:l"=1' 7.00 FIF Y 2/ ,cc....• , c 14 2x4= i-11-11 1 1-11-11. LOADING(pet) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) 0.01 2-5 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.57 Vert(TL) 0.01 2-5 >999 180 BCLL 0.0 Rep Stress Inca YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCOL 10.0 Code IRC2003rTP12002 (Matrix) Weight:14 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD 2 X 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=91/0-5-8,5=209/0-5-8,3=28/Mechanical • Max Horz2=114(load case 3) Max Uplift2=-209(load case 3),3=-15(load case 3) 1,N .11..5•'r'G. Max Grav2=91(load case 1),5=417(load case 2).3=28(load case 1) C It LL A Sfl7. j FORCES (Ib)-Maximum Compression/Maximum Tension 1 TOP CHORD 1-2=0/41,2-3=49/8 r,, -1' _ I\ BOT CHORD 2-5=0/0,4-5=0/0 f — 11 NOTES I; J 1)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and rightN "1 exposed;Lumber DOL=1.33 plate grip DOL=1.33. vi �4,(?)04)r 6�Q. > r C "• 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • t 3)Plates checked for a plus or minus 5 degree rotation about its center. S IONAL.L(�. ' 4)A plate rating reduction of 20%has been applied for the green lumber members, 5)Refer to girder(s)for truss to truss connections. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. EXPIRES: 08-01-08 7)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. <c\-` 6,s,P R OF,(6 LOAD CASE(S)Standard \C. �NG(NE�, /Cin G4 ✓ •8111::-)F e' . Cr) 03 0--/G° N N. 9l TF 18 R2\'rk j�� S• '1� EXPIRATION DATE:06130;08 j September 7,2006 wassagasorgme A WARNING-Verify design parameters and READ NOTES ON THIS ANDINCLUDED NITER REFERENCE PAGE NII7473 BEFORE USE. Design valid for use only with MiTek connectors.thisdesign is based only upon parameter,shown,and is for an individual building component. a Applicability of design paramenters and proper incorporation of component Is responsibility of bolding designer-not truss designer.Bracing shown �� ' is for lateral support of individual web members only.Additional temporary bracing to insure stablity during construction is the respomrbi8lty of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding _ - fabricotlon.quality control storage.delivery,erection end bracing.consult ANSIRP11 Quality Calorie.008.89 and BCS11 Budding Component 7777 Greenback Lane,Suite 109 Safety Inform:dion avolabte from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Cerus Heights.CA,95610 Job Truss Truss Type Zity -Ply 1 Coral Common 808082711 711 JACK I I 1 822704975 I Job Reference(optional) Trus-Way Inc.,Vancouver,WA 90668,Pat mac 8.200 0 Jul 13 2005 MiTek Industries.Inc.Thu Sep 07 14:48:15 2006 Page 1 I -1-4-0 I 3.11-11 I 6-0-0 I 1-4-0 3-11-11 2-0-5 3 t Scale=1:15.7 7.00 fir • v • d ry 2 d W. hillill. 1 4 2x4= I 3-11-11 I ' 3-11-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) 0.00 2-5 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.16 Vert(TL) 0.00 2-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:17 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD 2 X 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=90/Mechanical,2=255/0-5-8,5=9510-5-8 Max Horz2=168(toad case 3) 1'S - r ' Max Uplifl3=-82(load case 3),2=-157(load case 3) j:'A'• \�r. Max Grav3=9O(loed case 1),2=255(load case 1),5=789(load case 2) 4�^ t��:Vv 35tj\ 1 lr\FORCES (lb)-Maximum Compression/Maximum Tension �, J TOP CHORD 1-2=0143,2-3=-72/36 f>-\ — BOT CHORD 2-5=-010,4-5=-0/0 — NOTES *A- 1) 1)Wind:ASCE 7-02;1 t Omph;h=18ft;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and tight r exposed;Lumber DOL=1.33 plate grip DOL=1.33. ?r�F. •n(t,3�)F 0}96 � •-: : 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 15'5' S t �, 3)Plates checked fora plus or minus 5 degree rotation about its center. , c-, L �� 4)A plate rating reduction of 20%has been applied for the green lumber members. , 5)Refer to girder(s)for truss to truss connections. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. EXPIRES:08-01-08 7)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. �k, .0 PROF',.- s' LOAD CASE(S) Standard �� ANGIN -9 /0 v 16j �'r -o OR ' n � � -9/ €hr g B 21--V`\°3,, SFR -c\ ( EXPIRATION DATE:06/30/03 September 72006 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Hf7-7473 BEFORE USE. Design valid for use only with MiTek connectors.the design is based only upon parameters shown,and is for on individual building component. Applicability of design poromenlea and proper incorporation of component is responsibility of balding designer-not truss designer.Bracing shown ` is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibllliy of theMiTek erector.Additional permanent bracing of the overoll structure Is the responsbify of the building designer.For general guidance regardingIPWCR _ - fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/Mil Quality Criteria.DSB-89 and BCSII Building Component 7777 Greenback Lana,Suite 109 Safety Information available tram Truss Plate Institute.583 D'Onofrio Drive.Madison.WI 53719. Citrus Heights,CA,95610 4 Job Truss Truss Type 0y Ply Coral Common R22704976 B06082711 T12 JACK 1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Pat mac 6.200 5 Jul 13 2005 MITek fru:Wa res.Inc.Thu Sep 07 14:48:16 2006 Page 1 I -1.4-0 I 6-0-0 6-D.7 1-4-0 6-0-0 0-0-700 3Scale=1:21.3 Id 7.110 FIT ' N r8 2 V V / 2x4 I 6-0-0 6-9-7 6-0-0 0-0-7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.04 2-4 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.09 2-4 >756 180 BCLL 0.0 Rep Stress Inc( YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:20 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=164/Mechanical,2=348/0-5-8,4=55/0-5.8 - Max Horz2=226(load case 3) 1Z S ?Tv_ Max Uplift3=152(load case 3),2=-150(IDad case 3) gv�F' � • Max Grav3=164(ioad case 1),2=348(load case 1),4=111(toad case 2) C /�A ASR, f j. `` )' FORCES (Ib)-Maximum Compression/Maximum Tension Z. lz `r, TOP CHORD 1-2=0/43,2-3-104167 11 BOT CHORD 2-4=0/0 NOTES \ CiCk /_ 1)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right\ 104%. exposed;Lumber DOL=1.33 plate grip DOL=1.33. v� \rr/'f:/S i 5 v • 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • - 3)Plates checked for a plus or minus 5 degree rotation about its center. S. IO;NAL L-�C1 • 4)A plate rating reduction of 20%has been applied for the green lumber members- 5)Refer to girder(s)for truss to truss connections. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. EXPIRES:F.NOR:0-;t:1,-nOut:n 7)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component 0 PR ri LOAD CASE(S)Standard Cj� G u.\ (GCS � 2 ` 1 COPE `• • 4T OR ,2f �0) Y FAD ER -1 � FRc "r"l • EXPIRATION DATE:06/30108_ • September 7,2006 A WARNING-Verify design parameters and READ NOTES ON 77175 AND INCLUDED MITER REFERENCE PAGE M1-7473 BEFORE USX Design valid for use only with Mirek connectors.This design is based only upon parameters shanty,and is for an individual building component. Applicability of design paromenfers and proper incorporation of component is responsbitiy of budding designer-no1 truss designer.Bracing shown 8 - s for lateral support of individual web members only.Additional temporary bracing to insure slablity during construction is the responsibility of the erector.Additional permanent bracing of the overall struchure is the responsibiity of the bolding designer.For general guidance regarding oow«A'0 - fabrication,quality control-storage,delivery,erection and bracing.consult ANSI/IP11 Quality Criteria,DS11-89 and 11CSI1 Building Component 7777 Greenback Lane,Suite 109 ' Safely Information available from inns Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. Carus Heights,CA,95610 ti •a - • Job Truss Thus Type thy Ply Coral Common i R22704977 B06082711 T13 JACK 1 1 Job Reference(optional) Tons-Way Inc..Vancouver.WA 98668,Pat mac 6.200 s Jul 13 2005 MiTek Industries,Inc.Thu Sep 07 14:48:16 2006 Page 1 -1-40 1-11-4 1-77(11 I 1-4-0 1-11-4 0-0-7. i. ... Scale=110.3 !9 0 :4 d 700 72 -______:__ 2 io to 2 T 2x4— I 1-11-4 1-111(11 1.11-4 0-0-7 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Ina' YES WB 0.00 Horz(TL) -0.00 3 n/a n/a SCOL 10.0 Code 1RC2003/TPI2002 (Matrix) Weight:8 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 1-11-4 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=199/0-5-8,4=18/0-5-8,3=28/Mechanical Max Horz2=114(load case 3) S r " Max Uplift2=144(load case 3),3=-15(load case 3) ,'t L�,r Max Grav2=199(load case 1),4=37(load case 2),3=28(load case 1) sit, �F�4�.Sff �1• `� C.. FORCES (lb)-Maximum Compression/Maximum Tension 1'r J\ TOP CHORD 1-2=0/41,2-3=-4918 .y f 3" 2.` BOT CHORD 2-4=0/0 NOTES \ Ir ; • 1)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right ` 30496. exposed;Lumber DOL=1.33 plate grip DOL=1.33. C 4rt�C11S 1 SEC 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \' 3)Plates checked for a plus or minus 5 degree rotation about its center. /`�S' V':' - fl�'NA 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1- EXPIRES: 08-01-08 7)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. N�c`� ) P R()FE,. LOAD CASE(S) Standard 3)NE ! C^J G1� F� �2 w O. 16 ,"� 9 Co -1/ 4/8 R 2w'G� 2i FRS. , E EXPIRATION DATE:06!30f08 j September 7,2006 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-T473 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design porarnenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown e ®�- is for loteral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of fie E r'� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance ieyurdi _ fabrication.quality control,storage.delivery.erection and bracing.consult ANSI/TPi1 Dually'Cdteda,058-B9 and BCSI1 Building Component 7777 Greenback Lane Suite 109 Safely Inlormailors available from Inns Plate tutitute,563 D'Onofrio Drive.Madison,WI 53719. Citrus Heigas,CA,55610 a 1' 4 rJoti _.._.._.. .......... 'Truss Tru—ii– a-- Qty Ply I Coral Common 806082711 T14 JACK 1 1 1 R22704978 i Job Reference(optional) Trus-Way Inc.,Vancouver,WA 90669,Pat mac 6200 s Jul 132005 MTek industries,Inc.Thu Sep 07 14:48:16 2006 Page i ( -1-4-0 i 1-11-4 1 3-11-11 1 1-4-0 1-11-4 2-0-7 4 I Scale=1:15.7 P d 7.00 FT 3 v IN -, 2 11111111, I V C IIIIIIIiiA.. .- 1 r 2x4= 1 1-11-4 I 1-11-4 LOADING(psi) SPACING 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 180 BCLL 0.0 Rep Stress Inc' YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:11 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 1-11-4 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=65/Mechanical,2=197/0-5-8,5=18/0-5-8,3=82/0-5-8 - Max Horz2=168(load case 3) - Max Uplift4=61(load case 3),2=-109(load case 3),3=-66(load case 3) l NO-5 T/\ic, Max Grav4�5(load case 1),2=197(load case 1),5=37(load case 2),3=82(load case 1) ��-.S*" Ot:\NASH r£�- FORCES (Ib)-Maximum Compression/Maximum Tension C1 .Irk •�(' TOP CHORD 1-2=0/41,2-3=-80/3,3-4=-38/26 . ?A L BOT CHORD 2-5=0/0 — air.i t NOTES t1 1)Wind:ASCE 7-02;110mph;h=1Bft;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right r 30496 exposed;Lumber DOL=1.33 plate grip DOL=1.33. C :`G/5 I-F,R•0 `4� 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. b ' 3)Plates checked for a plus or minus 5 degree rotation about its center. `S f0 N';�L,C" • 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 7)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced EXPIRES:08-01-08 standard ANSI/TPI 1. 8)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building td PR QF designer shall verify that this parameter fits with the intended use of this component. �,4` Fks' LOAD CASE(S)Standard �C?7� �a ?I�E�'9 s°"js-)- ' " ' " 168 r (J) -0 REG ,c') 9� r�`1'iEt EB�'�.r%� EXPIRATION DATE:06/30/08 September 7,2006 Am a WARNING•Verify design parameter:and READ NOTES ON T7OS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Design said for use only with MiTey connectors.This design is based only upon parameters shown.and is for an individual balding component. ADpliCabllty of design porornenlers and proper incorporation of component is responsibiriiy of building designer-not truss designer.Bracing shown Mi Tek for lateral support of individual web members only.Additional temporary bracing to insure stability during construction k the responsibibly of the s erector.Additional permanent bracing of the overall structure 6 the responsbility of the building designer.For general guidance regarding POWER TO ICera I M.' fabrication.quality control,storage.delivery.erection and bracing.consult ANSI/r911 Quality Catena.055-89 and BC511 Butidtng Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 T . • N Job i Truss Truss Type Oty Ply Coral common R22704579 B06082711 1T15 MONO TRUSS 1 1 Job Reference(optional) _ Tins-Way Inc.,Vancouver,WA 98668,Pas mac 6200 s Jul 13 2005 MiTek Industries,Inc.Thu Sep 07 1448:17 2006 Page T_ I -1-4-0 I 6-0-0 I . 1-4-0 6-0-0 3Scale=1:21.2 7.00 FIT / 2 .' 1 1 - 2x4= • ►-�' I 6-0-0 i 6-0-0 , LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.04 2-4 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1-.15 BC 0.24 Vert(TL) -0.09 2-4 >756 180 BCLL 0.0 Rep Stress Inez YES WB 0.00 Horz(TL) -0.00 3 n/a rile BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:20 lb • LUMBER ' BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 ac purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS (lb/size) 3=163/Mechanical,2=347/0-5-8,4=55/0-5-8 Max Horz2=225(load case 3) S r " . Max Uplift3=-151(load case 3),2=-149(load case 3) "\ iv Max Grav3=163(load case 1),2=347(load case 1),4=111(load case 2) �`N ` - S/./,lf�. FORCES (Ib)-Maximum Compression/Maximum Tension /.--,.-›• .J '_ TOP CHORD 1-2=0/43,2-3=104/67 /� .,ice( t., '?\ — BOT CHORD 2-4=0/0 —` NOTES \ ) ' ." 1)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4 2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right 30496 exposed;Lumber DOL=1.33 plate grip DOL=1.33. rc (, i f C .4-S-' • 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ' 3)Plates checked for a plus or minus 5 degree rotation about its center. !SS/O, ,L(.,• 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced • standard ANSI/TPI 1. EXPIRES. 08-01-08 7)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. ��. PR LOAD CASE(S)Standard ,� NO I N E• /0 ��r 168,'0 C fir' M • S'�TA-. • je.. 2� �<Ci� . �1:? .1-, t EXPIRATION DATE:06/30/08 September 7,2006 ® WARNING.Verify design parameter,.and READ NOTES ON TRIS AND INCLUDED NITER REFERENCE PAGE NQI-7473 BEFORE USE. mai Design valid for use only'with Mitek connectors.this design is based only upon parameters shown.and is for on individual building Component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not two designer.Bracing shown " is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibfllty of the erector.Additional permanent bracing of the overall structure is the responsibility of the butdng designer.For general guidance regardingPOWER _ fabrication.quality control storage.delivery.erection and bracing.consult ANSI/t?11 Quality Criteria,DSB-89 and SCSII Building Component 7777 Greenback Lane,Suite 109 Safely Information avaiabie horn Truss Plate Institute.583 D'Onofrio Drive.Madison.WI 53719. Citrus Heights,CA,95610 • Job Truss Truss Type 1Oty Ply coral Common 822704980 806082711 T16 MONO TRUSS 1 - .._.-..._ ._ Job Reference o venal Trus-WayInc..Vancouver.WA 98668,Pat mac _ ......— -.___. _ _......._ _5 U15 us-..i_._._ _..a.._ 6200 s Jul 132005 MRek Mdustries,Inc.Thu Sep 07 14:48:17 2006 Page 1 , • I -14-0 I 6-0-0 I 1-4-0 6-0-0 3 Scale=1:21.2 ' • • • 7.00 FIT • A •2 1 4 2x4= 5-4-12I 6-0-0 t 5-4-12 0-7-4 LOADING(psi) SPACING 2-0-0 CSI DEFL in (too) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.02 2-5 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.04 2-5 >999 180 • BCLL 0.0 Rep Stress'nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:20 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS (lb/size) 3=163/Mechanical,2=337/0-5-8,5=70/0-9-4 Max Horz2=225(load case 3) Max Uplift=- case 3),2=-155(load case 3) \F.R S T)v Max Grav3=163(load case 1),2=337(load case 1),5=139(load case 2) C�1- Oq�4\SPI/,(, FORCES (Ib)-Maximum Compression/Maximum Tension l'\1, r 1' '3✓� • TOP CHORD 1-2=0/43,2-3=-104167 J 4�ar \ - -- BOT CHORD 2-5=0/0,4-5=0/0 — r NOTES �, j . 1)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category Il;Exp B;enclosed;C-C EMerior(2):cantilever left and right C exposed;Lumber DOL=1.33 plate grip DOL=1.33. �G/ � GfS�IR�:� ' 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Plates checked for a plus or minus 5 degree rotation about its center. rs`�ION AL t'' - 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. EXPIRES: 08-01-08 7)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 1 CLQ PR Q• tic ,f r- LOAD CASE(S)Standard , .NGIN �R /0 `r 16:.r$'E �r .,t, OR .ft;©s; �iFT, S .(�1a 1 EXPIRATION DATE:06/30108 1 September 7,2006 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NIL 7473 BEFORE USE. Mg Design valid for use only with M7ek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component isresponsibiily of building designer-not truss designer.Bracing shave u� ' Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbiiliity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ra ,a PC , fabrication,quality control,storage.dekvery,erection and bracing.consult ANSI/TP11 Quality Criteria,D511-89 and BC511 BuBding Component 7777 Greenback Lane,Suite 109 Safety Information avaiable from Truss Plate Institute,583 D'Onohto Drive.Madison.WI 53719. Citrus Heights.CA,95610 e • r Job I Truss Truss Type Qty Ply Coral Common I • _ R22704981 606082711 1717 MONO TRUSS 1 1 Job Reference(optional) Trus-WayInc.,Vancouver,WA 98668,Pat mac ---"" 6200 s Jul 132005 MiTek Industries,Inc.Thu Sep 07 14.4817 2006 Page i • • -1-4-0 I 3-4-7 I 6-0-0 l 1-4-0 3-4-7 2-7-9 1.5x4 II Scale=1:24.6 • • 4 •r 2x4 7.00 t2 3 • 2 1 1 i-.11 5 4x6= 5x6= I 6-0-0 f • _ —....._".__ .... 6-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl Ud PLATES GRIP • TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) 0.03 2-5 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.06 2-5 >999 180 ;,.. BCLL 0.0 Rep Stress[nor NO WB 0.06 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:37 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 8 DF SSG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X 4 DF Std G • REACTIONS (lb/size) 2=973/0-5-8,5=845/Mechanical . (�s , Max Horz2=232(load case 3) �F�'. /VC Max Upliff2=378(load case 3),5=-335(load case 3) �` � C4 SHJ'J`�" FORCES (lb)-Maximum Compression/Maximum Tension / -• J l� TOP CHORD 1-2=0/50,2-3=-224/18,3-4=50f26,4-5=69/67 f• '' f\ •- BOT CHORD 2-5=-120/145 J WEBS 3-5=-175/145 ; ate! ' n'o • NOTES r� 4, 30496 .� ,. 1)Wind:ASCE 7-02;110mph;h=18fh TCDL=4.2psf;BCDL�.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right v, ! \. `.� exposed;Lumber DOL=1.33 plate grip DOL=1.33. rr, �:/sir.F �; 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. Sy/0 AL r �� 3)Plates checked for a plus or minus 5 degree rotation about its center. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced EXPIRES: 0)(-01-08 standard ANSI/TPI 1. 7)Girder carries tie-in span(s):13-0-0 from 0-0-0 to 6-0-0 EV) PR Op • 8)This truss does not Include any time dependant deformation for long term loading(creep)in the total load deflection. The building \ F•r�, designer shall verify that this parameter fits with the intended use of this component. SCO, G� I NE "2 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��? LOAD CASE(S)Standard 1.- . 1`•9QPE � •r 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 ' ' Uniform Loads(plf) Vert:2-5=-241(F=-221),1-4=-64 E -IF ' V„.d. OD T- F 7B vk2- i EXPIRATION DATE:06!30!03 September 7,2006 A WARNING Verify design parameter and READ NOTES ON TIM AND INCLUDED MITER REFERENCE PAGE 501-7473 BEFORE USE. 9�� Design valid for use only•AAth MTis ek connectors.this designis based only upon parameters shown,ondfor an individual building component. i Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ' is for lateral support of individual web members only.Additional temporary bracing to Insure stabllty during construction Is the responslblllity of the erector.Additional permanent bracing of the overall structure is the responsibiity of the bidding designer.For general guidance regarding fabrication,quality control.storage.delivery,erection and bracing,consult ANSI/M1 QuaBly Criteria,D5B-89 and BCSI1 Building Component .Gr777r:enaca Safely Infomiallon available from Trus Pkste Institute.583 D'Onotrio Drive.Madison.WI 53719. 7777 eenbbackk La Lane,Suite 109 Citrus Heights,CA,95610 I r ,1 r Job Truss Truss Type -City Ply Coral Common R22704982 806082711 118 GABLE 1 1 Jab Reference(optional) 7 Trus-Way Inc.,Vancouver,WA 98668,Pat mac 6.200 s Jul 13 2005 MiTek Industries,Inc.Thu Sep 07 144818 2006 Page 1 i -1-4-0 I 6-6-0 I 13-0-0 I 1-4-0 6-6-0 6-6-0 3x6= Scale=1:27.5 8 • s - ' 11, 7.00 r1T 4 8 3 ....,...., ..,,Y1111 II 3x4 i _. !41dPhi ••••3x4= 13-00 1 13-0-0 Plate Offsets(X,Y): [6:0-3-0,Edgej LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 1 n/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.06 Vert(TL) 0.00 1 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:60 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Std G REACTIONS (lb/size) 10=11913-0-0,2=225/13-0-0,14=111/13-0-0,15=65/13-0-0,16=230/13-0-0,13=117/13-0-0,12=41/13-0-0, `,,�1F'It. f,:,::G� Max Horz21=50(load case 3) ,,,,...\ `'t 11�:`5`_ )' Max Upliftl0=-11(load case 3),2=-122(load case 3),15=-59(load case 3),16=77(load case 3),12=29(load case 3), /2. 11=132(load case 3) 4 ." L'� Max Grav10=115(load case 1),2=225(load case 1),14=111(load case 1),15=66(load case 4),16=230(load case 1), 13=117(load case 1),12=43(load case 5),11=273(load case 1) 1;� FORCES (Ib)-Maximum Compression/Maximum Tension (r� ?.30496,`, TOP CHORD 1-2=0141,2-3=68/42,3-4=-49/49,4-5=-34184,5-6=32/89,6-7=32/90,7-8=-33/83,8-9=-53/54,9-10=-62/47 `-/• 4-"SIt:' BOT CHORD 2-16=0/70,15-16=0/70,1415=0/70,13-14=0170,12-13=0/70,11.12=0/70,10-11=0/70 _'.is,, �,�L �,C1l WEBS 5-14=-82/3,4-15=-56/61,3-16=-168/121,7-13-83/5,8-12=-47/49,9-11=-187/145 NOTES 1)Unbalanced roof live loads have been considered for this design. EXPIRES: 08-01-08 2)Wind:ASCE 7-02;110mph;h=left;TCDL=4.2psf;BCDLx.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable ,qs.. 0 r R OF6S End Details as applicable,or consult qualified building designer as per ANSI/TP!1-2002. S 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,-.• ��[ �F/S' �O� 5)All plates are 2x4 MT20 unless otherwise indicated. � 6)Plates checked for a plus or minus 5 degree rotation about its center. •C' 167..• E is 7)Gable requires continuous bottom chord bearing. ,, - 8)Gable studs spaced at 1-4-0 oc. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced / standard ANSI/TPI 1. 0,-'_^.:,N u > 11)This truss does not Include any time dependant deformation for long term loading(creep)in the total load deflection. The building F designer shall verify that this parameter fits with the intended use of this component. �r( !Ig E f�' �� LOAD CASE(S)Standard S- \CS • EXPIRATION DATE:06/30/08 September 7,2006 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT-747a BEFORE USE. R,�. 1` s Design void for me only with Mlek connectors.This design Is based only upon parameters Mown.and 6 tor an individual building component. sjv�j Applicabiity of design paramenters and proper incorporation of component is responsibility of building designer-not buss designer.Bracing shown 1Te is for lateral support of individual web members only.Additional temporary bracing to insure stability cluing construction Is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quaity control.storage,delivery.erection and bracing. 777 Greenback La io consult ANSI,WI1 3719, Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Infdmolion available berm Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Citrus Heights,CA,95610 ,f , ' 4 V. r — Job Truss Truss Type Z2ty Ply Coral Common R22704983 806082711 T19 COMMON 3 1 L. Job Reference(optional) I Tan-Way Inc.,Vancouver,WA 98668 6.200 s Jul 2005 MiTek Industries,Inc. The Sap 07 14:57:49 2006 Page 1 -1-4-0I 8-6-0 _ _.__ 13-0-0 I 1-4-0 6-6-0 6-6-0 Scale=1:24.7 4x6= 3 ten i \ 1z zx \ -- 3-s 3-4 d 13 \\ F 4 1 WI PI R J MI 1 „ 5 4x6= 234 II 436= I 6-6-0 I 13-0-0 I 6-6-0 6-6-0 Plate Offsets(X,Y): 12:0-0-5,0-0-2j,[4:0-0-5,0-0-2j LOADING(psf) SPACING 2-0-0 CSI DEFL in (loo) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.32 Vert(LL) 0.04 45 >999 36D MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.08 4-5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.12 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:45 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4DFStdG REACTIONS (lb/size) 4=521/Mechanical,2=633/0-5-8 Max Horz 2=50(load case 3) — Max Uplift 4=-149(load case 3),2=-257(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43,2-3=-702/202,3-4=-699/198 BOT CHORD 2-5=-76/520,4-5=-76/520 WEBS 3-5=0/292 NOTES • 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Plates checked for a plus or minus 5 degree rotation about its center. 5)A plate rating reduction of 20%has been applied for the green lumber members- ER S.7-j s l t OFF 6)Refer to girder(s)for truss to truss connections. �,c" f� , c. NG)N�� sv1 7)This truss is designed in accordance with the 2003 International Residential Code sections R51 .11 t2802�1'a2/_ Rd r��' ' O2. referenced standard ANSI/7P11. �~. f >\ '' y 8)This truss does not include any time dependant deformation for long term loading(creep)in =total gad d-..- 4r'The%\ �' 1 81 PE f building designer shall verify that this parameter fits with the intended use of this component<: (" ,- - } tt , LOAD CASE(S) Standard " i Fe r Nr/'-,t. r/-*- Iib.'' ` ��T 0$`ftr2 Fir 1`r • E7 FIRES:OS::: 1EXPIRATION DATE:06/30/08 j September 7,2006 a WARNING-Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITRE REFERENCE PAGE A171-7473 BEFORE USE. Desgn void for use only with Wel:connectors.This design o based only upon parameters shown,and Is for on hdtviduat building component. I Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �� is for lateral support of individual web members only.Additional temporary bracing to Insure ste Wlify during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsbYity of the building designer.For general guidance regarding ro,+ee+o.enren�: fabrication,quality control.storage.delivery,erection and bracing.consult ANSI/TPII Quality Criteria,053.89 and BCSll Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.WI 53719. 'HegMs,CA,95610 4_ , Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13/a Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. I ( (Drawings not to scale) � lb‘ Apply ully platesembed to both sides Of truss 1. Additional stability bracing for truss system,e.g. teeth, diagonal or X-bracing,is always required. See BCSI1. 01 n I 2. Truss bracing must be designed by an engineer.For '/16" 1 2 3 i wide truss spacing,individual lateral braces themselves TOP CHORDS ' may require bracing,or alternative T,I,or Eliminator _ C1-2 C2.3 bracing should be considered. 11111111Ap3. Never exceed the design loading shown and never W EBS ca4 4 stack materials on inodequalely braced trusses. ,p y ,r p O i, v 3 ,10:1 �O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate Uv 4 = designer,erection supervisor,property owner and plates 0-1,14"from outside d O all other Interested parties. edge of truss. o 5. Cut members to bear tightly against each other. C7-8 C6.7 C5-6 r, BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. *Plate location details available in Mitek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is thelate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber is a non-structural consideration and Is the 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber tor dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and In all respects,equal to or better than that ii Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T.I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior �� reaction section indicates joint ©2006 MiTekO All Rights Reservedapproval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. ��-n green 18.Use of or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: MI project engineer before use. ANSI/TPII: National Design Specification for Metal ,, 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. m so er k and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. i►; is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM."' ANSI/TPI I Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:Ml1-7473 1e <. 'S, I.