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Report (644) • ap e t . ' " ll . ' ICBO Evaluation Service inc. _ i 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601 -2299 . •.- : . A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT Report No. 4211 Copyright © 1996 ICBO Evaluation Service, Inc. Reissued April 1, 1996 Filing Category: FASTENERS—Steel Gussett Plates (066) • COMPUTRUS TRUSS PLATES comply with the 1994 Uniform Building Code'", subject to the following COMPUTRUS, INC. conditions: 10370 HEMET STREET, SUITE 200 1. The connectors are installed as set forth In this report RIVERSIDE, CALIFORNIA 92503 2. Allowable loads are as set forth In Table 1. I. Subject: CompuTrus Truss Plates. 3. The allowable loads may be Increased for duration of load In accor- II. Description: A. General: The CompuTrus Truss Plates are punched from dance with Section 2304.3.4. - Nos. 18 and 20 gage ga vanized sheet steel meeting mechanical requirements 4. Connectors are Installed in pairs on opposite faces of the members established in U.B.C. Standard 22.1 for A446 Grade A or higher steel. The plates connected and are not installed at locations where knots occur. have 9.4 teeth per square inch of plate, each approximately 1 / 3 inch in length and 5. Application of truss plates to wood members with a moisture con- . approximately 0.106 inch in width. The teeth are punched in pairs, with each pair tent exceeding 19 percent requires that only 80 percent of the load spaced 1 / 4 inch on center along the width of the plate, and 0.85 inch on center values In Table 1 be used. Plans submitted to the building official along the length. Alternating rows of teeth are staggered .10 inch from adjacent • for approval must indicate a maximum moisture content for the rows. The "CN" series plates are identical to the "C" series, except that every wood at the time of plate installation. third row of teeth is omitted. Plates are available in increments of 1/2 inch in width, 6. Stresses at the net section of steel plates are not in excess of the up to 12 inches, and 0.85 inch in length, as required by the design. The plates values permitted in Chapter 22 of the code. The maximum tensile are applied to truss members in pairs on each face of each joint with a power load is determined by multiplying the efficiency ratio times the press constructed in accordance with the manufacturer's specifications. gross area of the plate times the steel design stress. B. Identification: The CompuTrus series C plate is embossed with the letter 7. Where one -hour fire - resistive construction is required, see Evalua- "C" for the No. 20 gage plate and "C18" fa the No. 18 gage plate. The No. 20 don Reports 1352 and 1632. gage CN series is identified by the letters "CN" embossed on the plate, and 8. The allowable load values are. recommended only when plans,' "CN18" for the No. 18 gage plate. truss designs and calculations are submitted and accepted by the III. Evidence Submitted: Descriptive literature, details, calculations and load building official as showing compliance with the Uniform Building tests are submitted in compliance with Section 2343 of the code. Code and specifying that fabrication inspection will.be provided In accordance with Section 2311.6 of the code. Findings 9. Trusses are individually designed in accordance with recognized engineering principles. IV. Findings: That the CompuTrus Truss Plates described in this report This report is subject to re-examination in two years. TABLE 1— ALLOWABLE LOAD IN POUNDS PER SQUARE INCH OF PLATE CONTACT AREAT' LUMBER SPECIES SPRUCE —P IE—FIR . NEI --FIR SOUTHERN YELLOW PINE DOUGLAS FIl.LARCH EFFICIENCY RAT/0 el PERCENT ' Direction of Load yeah Respect to Direction of Load with Respect b Direction of Load Mb Respell lo Direction of Load wth Respect b I Direction d Load wth Respect b espe the • 04 the Leoodt t . Length • Length the Length Length • e Plate d the s Plata d the Plate d du Plate d the Plate TYPE OF PLATE 0° b 45° 46° to 90° 0° b 45° 1 46° b 90° 0° b 45° 1 46° to 90° 0° to 45° 46 b 90° 1 0° 90° C 165 146 165 I 146 204 I 161 • 204 161 I 59 42 CN 110 9'7 110 1 97 136 I 107 136 107 I 74 42 1 Loads are based on the following specific gravities: Spruce - pine -fir 0.42, hem -fir 0.43 -0.46, Douglas fir-larch 0.49 -0.50 and southern pine 0.55+. =Loads are calculated on the basis gross plate area. Evaluation reports of ICBO Evaluation Service, Inc., are issued solely to provide information to Class members of ICBO, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommen- dation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The iCBO Evaluation Service, Inc., technical staff has reviewed the test results and/or other data, but does not possess test facilities to make an independent verification. There is no warranty by ICBO Evaluation Service, Inc., express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. • Page 1 of 1 4 "1 .Page 2, of 5 ER -4211 4. Allowable'ateral resistance values for CompuTrus truss feed trusses into a stationary finish roller press or, if the ad- plates installed at the heel joint of a fabricated wood truss justment factors given in Table 4 are used, single -pass roller must be reduced by the heel -joint reduction factor, HR, as presses. follows: When truss fabricators use single -pass roller presses, the • H = 0.85 - 0.05(12 tan 0 - 2.0) rollers must have minimum -18 -inch (457 mm) diameters. Plates embedded with a single -pass, full- embedment roller where: press must be preset, before passing through the roller press, 0.65 5 HR _< 0.85 by striking at least two opposite corners of each plate with a 0 = Angle between lines of action of the top and bottom hammer. chords (shown in Figure 3). 2.6 Identification: Where the top chord slopes are greater than 12:12 (100% The CompuTrus "C" Series plates are embossed with the slope), this heel -joint reduction factor is not applied. designation "C -20" or "C -18," for the No. 20 gage or No. 18 2.3.5 Combined Shear and Tension: Each CompuTrus gage plates, respectively. For the "CN" series, the No. 20 truss plate must be designed for combined shear and tension gage plate is identified by the designation "CN -20" embossed capacity, based on the orientation of the truss plate relative to on the plate, and the No. 18 gage plate is identified by the des ignation directions of loading. Design for combined shear and ten- gnation "CN -18." sion must be in accordance with Section 11.2.4 of ANSI/TPI 3.0 EVIDENCE SUBMITTED 1-1995. Test data in accordance with National Design Standard for 2.3.6 Combined Flexure and Axial Loading: Truss plates Metal Plate Connected Wood Truss Construction, ANSI/TPI designed for axial forces are only permitted as splices in the 1 -1995. top and bottom chord when the splices are within 12 inches 4.0 FINDINGS (305 mm) of the calculated point of zero moment. Design of truss plates at splices in the top and bottom chord that are not That the CompuTrus Truss Plates for Wood Trusses de- placed within 12 inches (305 mm) of the calculated point of scribed in this report comply with the 1997 Uniform zero moment must include combined flexure and axial Building CodeTM, subject to.the following conditions: stresses. 4.1 Plans and calculations are submitted to the build - 2.4 Truss Design: ing official for the trusses using truss plates de- Plans and calculations must be submitted to the building offi- scribed in this report. cial for the trusses using truss plates described in this report. 4.2 The truss plates are .designed to transfer the re- The truss design must show compliance with the code and quired loads using the design formulae in ANSI/TPI accepted engineering principles. Allowable loads for the truss 1 -1995. A :of the ,ANSUTPI .1-1995 standard plates may be increased for duration of load in accordance must be to.the.building.department when, with the code. Calculations must specify the deflection ratio this is requested by.the building official. .or the maximum deflection • for live and total load. For each truss design drawing, the following information, at a mini- 4.3 • The allowable loads for the truss::plates comply mum, should be specified:by the design engineer: with.this.evaluation:report. 1. Truss span, spacing, and slope or depth. 4.4 Truss•plates:are not to be placed where 2. Dimensioned location of truss joints. knots occur in connected wood truss members. 3. Model, size and dimensioned location of truss plates at 4.5 Truss plates.are installed in pairs on opposite faces each joint. of truss members. 4. Truss chord and web lumber size, species, and grade. 4.6 Trusses using truss plates described in this report 5. Required bearing widths at truss supports. must be fabricated .by a truss fabricator approved 6. Top and bottom chord live and dead loads, concentrated by the building official, in accordance with Sec - loads and their locations, and controlling wind or earth- lions 2304.4.4 and 2321.3 of the code. quake loads. 4.7 Allowable loads °shown in the tables of this report 7. Design calculations conforming to ANSI/TPI 1 -1995 and may be increased duration of load in accord - any adjustments to lumber and truss plate allowable val- ance with the code. ues for conditions of use. 4.8 Overpressed plates.are not permitted. Over - 2.5 Truss Fabrication: pressed plates occur when the truss plate is em- Plate connectors shall be installed by an approved truss fabri- bedded into the lumber •more than one -half the cator that has an approved quality assurance program cover- Plate metal thickness. ing the wood truss manufacturing and inspection process in 4.9 Allowable loads:shown.in the tables report accordance with Sections 2304.4.4 and 2321.3 of the code are not applicable :to - truss plates embedded in lum- _ and Section 4 of ANSI/TPI 1 -1995. The allowable loads rec- ber treated.with fire - resistive chemicals. ognized in this report are for plates that are pressed into wood 4.10 When a one -hour fire - resistive rating is ^required for truss members using hydraulic or pneumatic embedment trusses using "CompuTrus plates,!see'Evaluation presses; multiple roller presses that use partial embedment Report-ER -1632. followed by full- embedment rollers; or combinations of partial embedment roller presses and hydraulic - platen presses that This report is subject to re- examination in years. • .Page 3 of 5 ER -4211 • %TABLE 1- ALLOWABLE LATERAL RESISTANCE VALUES FOR THE COMPUTRUS TRUSS PLATES / i LUMBER SPECIES I DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE AA 1 EA I AE I EE PLATE MODEL Species Specific Gravity Allowable Load Per Plate (pounds per square inch of plate contact area) Southern yellow pine 0.55 206 151 113 108 C -20 Douglas fir -larch 0.49 206 I 151 113 108 and C -18 Hem -t3r 0.43 161 137 110 104 Spruce -pine -fir 0.42 161 I 137 110 104 Southern yellow pine 0.55 132 I 118 102 113 CN -20 Douglas fir -larch 0.49 132 i 118 102 1 I3 and CN -18 Hem -fir 0.43 I 106 109 114 114 Spruce- pine -fir 0.42 I 106 109 114 114 For SI: I Ibfinch = 6.89 kPa. ' 'See Figure 1 for a description of plate orientation. 'Values are determined using the gross area method. - 'Truss plates are installed in pairs on opposite faces of truss members. • TABLE 2- ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR COMPUTRUS TRUSS PLATESI DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE Cl' • I 90' 0° I 90° PLATE MODEL Allowable Tension Load (pounds per lineal inch per pair of plates) • Tension Load Efficiency Ratio C -20 1.310 942 • 0.63 0.46 CN -20 1.514 937 0.75 0.46 C -18 1.619 1.080 0.62 0.42 CN -18 1.859 1.220 0.73 0.48 For SI: 1 lbf/inch = 0.175 N /mm. 'See Figure 2 for a description of plate orientation. -'The length of plate refers to the dimension of the longitudinal axis of area of the plate from which the plate teeth were sheared during plate fabrication. TABLE 3- ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR COMPUTRUS TRUSS 'PLATES DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE PLATE 0° I 30° I 60° I 90° I 120° I 150' 0° I 30° I 60° I 90° I 120° I 150° MODEL Allowable Shear Load (pounds per lineal inch per pair of plates) Shear Load Efficiency Ratio C -20 609 720 1.106 801 423 506 0.49 I 0.59 0.91 0.66 0.35 0.42 CN -20 610 696 1.045 738 587 486 0.50 I 0.57 0.86 0.61 0.48 0.40 C -18 702 732 1.241 1 1.041 565 1 578 0.45 0.46 0.79 0.66 0.36 0.37 • CN- 18 647 787 809 860 703 508 0.42 0.51' 0.52 • 0.55 0.45 0.33 For SI: 1 Ibf /inch = 0.175 N /mm. TABLE 4- ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, O FOR COMPUTRUS TRUSS PLATES INSTALLED WITH MINIMUM -18- INCH - DIAMETER SINGLE -PASS ROLLER PRESSES LUMBER SPECIES -. PLATE MODEL SPECIFIC GRAVITY' OR 0.49 0.96 C -20 and C -18 0.50 0.96 0.49 0.87. CN -20 and CN -18 0.50 0.87 'The Q values corresponding to the value "0.49."' above. apply to all wood species combinations having an average published specific gravity of 0.49 or lower: the QR values corresponding to the value "0.50 " apply to all wood species combinations having an average published specific gravity of 0.50 or higher. The QR values shall be applied to all plate /wood orientations described in Figure 1. • • :Page 4 of 5 ER-4211 LOAD LOAD LOAD 01: LOAD AA Orientation EA Orientation I LOAD LOAD • fl]Occeal b:::;V:i3303■21 = 0 0 0-4 = r 000:[Z00031 C CD 0 0 CD • CD 0 CD rr, I : • • 0 CD Yrj3C30a3:0 C. 0 1, I t • 000000000C1 ICW • 0 0 = =3 LOAD • LOAD AE Orientation EE Orientation FIGURE 1—PLATE ORIENTATION FOR LATERAL RESISTANCE VALUES Length I • Width 4 6.1 _ c& • _c != - - Jr? w — c=j y ■•• 1 .1 ° O.OADEO' r ucou - IDuiy.J-A uul.:(34 r 00 4 0 eD 0 'adUJ • ' • i0001COPIr&WOPagi 0° Plate Orientation 90°.Plate Orientation FIGURE 2—PLATE ORIENTATION FOR TENSION VALUES .. • FIGURE 3—HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES • • Page 5, of 5 ER -4211 4 LONGITUDINAL AXIS TYP. 1 1 5 .25" C ) ( ) c ) C ) • C ) ( ) c ) c C ) ( ) ( ) C ) .106" MODEL C ) ( ) ( ) ( ) C -20 / C -18 ( ) ( ) C ) C ) ( ) C ) ( _) ( ) ( ) (. ) C ) ( ) C ) ( ) ( ) ( ) WIDTH C ) ( ) ( ) C ) TYP. ( ) ' ( ) ( ) ( ) Is .333" .10' .85" .35" .5" .333" .10" .85" .35" .5' T 1 rY r 11 'r ( ) ( ) ( ) ( ). I 5" • ( ) ' I( ) ( ) (- ) .25" ) ( ) ( ) ( ) .5" ( ) ( ) ( ) ( ) MODEL • ( ) ( ) ( ) ( ) CN -201 CN -18 .106" ( ) ( ) ( ) ( ) .1 ( ) ( ) ( ) ( ) 106" ( ) ( ) ( ) ( ) FIGURE 4— COMPUTRUS PLATE DIMENSIONS . . • WARNINGS . 1.. Read all General Notes and Warnings before construction of trusses. 2. Builder and erection contractor should be advised of all General w Notes and Warnings betore commences. 3. ,. • 'compression web bracing must be installed where shown +. 4, All lateral force iesisting elements such as temporary and permanent . bracing, must be designed and provided by 'deSlgner of .complote : . structure. Computrus assumes no responsibility for such bracing. . • IENERAt 5. No load should be applied to any component until after all bracing an • fasteners are complete, and at no time should any loads greater than ATTACH 2X4BRACIN A'I'20r ®f design loads be applied to any component. 'i 2 16D ACROSS N S WFS R GO 9SS80 BOTTOM . 6. Computrus has no control over and assumes n ' responsibility for the • ST 2 16 NAIL PER C�IIVNEC`TIURi. EE 1NDidiDUAi ,TRUS,SDftA1�IiVGSEOl:Z�1NV fabrication; handling, shipment and lnatall,atton of components. ATEB BRACIt 1 ui RED. 7. This design Is furnished subject to the limitations on truss designs s ©t forth by the Truss Plate institute In "Bracing Wood Trusses, BWT - 76", . CONSULTAT 'ORANGE SHb `"BEFORE a copy of which will be furnished by Computrus upon roquost. ISTALLK1110N. General Notes, unless otherwise rioted: Design to support loads as shown. . Design assumes the top and bottom chords to be laterally braced at - -3. 3'-0" o.c. and at 12' -0" o.c. respectively. z ,, zw'''rr p..,'°t s z ;, 3. 2x _ impact bridging or lateral bracing recommended where TUAI.ATiN VALLEY - shown + +. i t I t �� 4 . t ns t a lt at i on o truss i s i respons of the respective contractor. -;� 3r 5. Design assumes trusses are to be used In a non - corrosive environ- �;.,a,s ment, and are tor "dry condition" of use. . R74SI Ina Id. loEeOscepe,01 MIS • 6. Design assumes full bearing at all supports shown. Shim or wedge if crofroisof Ss,k Center me n ecessar Imes Marl - 05.7rts y - 7. Design assumes adequate drainage Is provided. • .8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. - - 9. Digits indicate size of plate in inches. 10.. For basic design values of the Computrus Plate, indicated by. the prefix "C", see 1.C.B.O. R.R. 4211 11. The Computrus Net Section Plate is indicated by the prefix "CN ", . the designator (18) indicates 18 ga. material is used. All others are 20 • • . ga. . • • •7 - Postal! t ■7 orating It flat ten tnord TYPICAL HIP OVERFRAMING DETAIL •Seas at 3• -g• oc Unleat dtnarn ae noted. \ Alt. Detail C -!■2.6 Al YEATICAL5, DOH 16' -0 , �� For full bearing of raf tee s- provide ^ ^ -: /r ; . �••f 2x4 add -on 'toover.,framing. Attach with 16d at 12" 'o.c. • over f 'raining - -... / S� R. C j �� O F w O • a� — ug i5 c p . �� o '� � . � l �r ' c 1 1 12 13 14 15 ` I. eit • fip + 4 . /718 C -1,12.6 AT VERTICALS, UCH. 1 + t-"" t "" t ; : 7 js R: C 12'-0' 4 1 V i / + ' + + - + • Ilip 17 '£t + + - + ♦ Hip `xPrnE� N IO Y�� -._„_ 1 N../• ,,,,, _ ........ a. 1 ara -"41% <'` • 11.4E4, S' t-,k _ (h... , 61 I 111, q ,111''' _ • + + flip 11 - j 4 J flip 12 Q �(3ER Q`PU 1 •Walb& ‘441rAil— - - - . ' . - - - - - ..0 I I 1 I I A I lik& /A I _ For Truss Details not shown nee appropriate Computing dettiga. • FILE NOt HIP OVER/TAMING DETAIL Note: Flat over framing material to be equal or better in size and grade DATE: 8/8/90 R-06/11/92-SC o f flat pot of structural member. ... CO ftIpUit•ll9 Inc. AEFt 25,15 -1 DES 6Y, SC SEQ8 STANDARD DETAIL 334425 I • . . r . I'. . - . R w R L. ' . . + q 1 , . - I. r i , . • .. , ,. 1 1, 44 inpari , i , , . : . 1 I - - 60: ..nam , •_41 I 4 j 1. ! I • te r • •: G rin i -` I r 111. 1 ' i ice:,. I I r� I j i 1 - i I 1 . _ a I. - + 7 1 i i 1 ! I I I I j 1, i '' . / . . � • I I t j i 1 r I 1 . 1 I I ! I , ')I 1 . �, yd , I 1 - •!I 'I i ( 1 I I I I I 7 ' I i t v I� I ce H A d - I ' I ' • �'� 11 1 I 1 IA I I 1• ' I I I. 1 1 I I I O i I ' I 1 1 ` 1 1 • I 1 •! 1 1 1 1 I �+, U' E I. i� 1 Q I . 1 ! � ` 4 1�� � I i ®I • I I •l i I_ I I l 'i_ I i • I i ^ I� I I j I® I II 1; 1; 1 1 I I 1 I It bH I; 1• • ' iI4 I ,I.' 11'1 I. 1' 1 i.. -7-- I -.I • 1 I I I I I i I:. 111 I I I - I I f .. • e,.o. - �.; . 8'b 1 _ " 1 1 1 I I I I t I j 14 I $� 1 i ; 1 � , I j i 1 I I ! ., oi. . 1 1 I 1 1 1r I I I 1' I I I j` i I I 1( j i, I I I j, �,`^ � � i I , - -�-o H I j i 1 I j I 1 -t I I I 1 1; . i 1 J.J a I l l ��+�-F-F:. ' 131 .� r 1 1 ; ( i I I I � 1 ' i i 1 ! _ _. �� -'9 I f l 1 _ I. I .I . 1 I- Ili I i I I 1 ■ i 11 I I 1 I I I I i I i{ .+1._1 11 I I `4- -':11-0 - �1 , 1. 135 f1 ! I ( 1 . ! 1`‘ ; I I;( 1 I; I I 1 1 � • 1 ��� , <. ; i ' • I , I', I • .I ( •itN ( 1 • I I 1 I I I : s•-• - � • I 1 . � � Ir:. I II I'�1 I i a s (L. $. ! i I I� ._ ii'- i I I I I I i I I I i I I I! I 1 � .. 1.1, ;11j1 I 11...I� IIZX 1 1111 it 111 I ! ; I / 1..• il; 1l.lii• 1 ism - I.1 Ilj; ll!I 111'I I 111 -j;i � :/ t j 1 I I i ms s' I j I ! ! 1 .. I i j I - 1 � x - - - -- I1 I ° , I ! I i :x ; ,1 1 - - ,� 1 :� militia 111111lluiICIIllilI I III Illl • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 00' ANSI /TP[ SINGLE MEMBER FORCE LDAO DURATION INCREASE — 1.15 1 1_ 0 B 1- 0 1 S. -199 `O SIZE SPECIE GRADE PANELIS) • SPACED 24.0' O.C. H 2= 199 — 70P CHORDS: • N t7 �o 2x 4 OF /168Tq 1 LOADING M 7- 198 • BOTTOM. CHORDS: - 1L1 25.0) +OL( 8.0) DU IMP CHORD ■ 33.0 PSF 2x •4 DF 9 16818 1 DL ON 80T70N CHDAO a 7,p pct LEFT - 240 RIGHT - 240 ' —. HERS: 70TAL LOAD 40.0 RSF DF STAID 1- 3 BEARING AREA REQUIRED (SO- IN) JOINT 3 .38 OF / _59 HF / .55 SPF 2x 4 -o TC LATERAL .SUPPORT c- /2-OC, VON. • JOINT 4 38 OF / .59 HF / 56 SPF Z BC LATERAL SUPPORT <= 12 "0C, VON. • - r 5.001 • C -1x2.6 . 1 C .5x' :: , u' co, L.,_., o v o o t co o • a —Pi \CRECs PROF • c,` N G I LP O fz2,6 C- 2.5x4.3 c4./ F � b C - • c..1 0 • � ON ,m • Clo oB e. \(/‘ O N 1 y 6 - - oo y R• cAR� . 9 2/31/99 - _ ' o Scale: 3/8' • JOB NAME: DUNCAN BUILDING -t_ v WAea ells, 1 . K..eseOnod Nel.esaadWdrattape halve owaeouetlea et ovbm. Mauna' Os, Notes,„ tp2or4 toads wise holed: Design n 7. ttid.r� I. Osepnawplrortloedea 9 conforms to UBC - 97 AnVer: 1.07IIL) 161) e> eaen eerre chrlhwdd be ehNe l el r Oeneal Nato uN 2. Wolin mamas the to and bottom chords to bo lat bi'cod et _', Wemhap helve. awanre®waeenmwewr. 2.-co u.a:. and at IT' •d' o,a roe - OAT E: 8/ 9/ 1999 !, 1 . 3 ono:wa.a ebb Nodal ew4 w lrtta6.i .here eleven r , 0. lee Impact brill eco ps,ctlwly. s p goy o[ Ware/ beecl rmmended whims, /flown a a • 1 - . ma tome twee mediae rAmyry avid, as I.epwarr .rime V.aaan..n 4. Matelletion of tibia ra the responsib7l of the a w 6dlgwa end pickled by al °e.Wt.1. Nav�epea rA.d<q, gn y ee lroctlw eonle/c1of, mutt h. 5, Oaal l°, ''d oe condition" vs, to s uud in a ton-corrosive envtrormenl, \ • DES. BY: AH ti CanpWraa maa�a.e it iwape.�pt lei .aeh hredbrp. 9. Design and are.lor `day oendrt,cri e[ use. t - w S. Natant shoot he aaaurney FuY bearing N ell supports rhovm• Shim or wedge it Caen UTI'Ug 'sic. ejped le any er.►!�wtc well Ns,. d bndnp :nd necessary, fe h. wvw.. toll aA "1"4 d+oaee any ke4 1/"..r thw dvlpr.. 7. 0s, g n a U mea aderprN dralne k provldai. sEO .: 7 3 2 7 0 3 lava. h. +Mime i .oymrrpewaa, . B, IIr'e. ahaY be located on bath feces of Ir uas, end m mrtod .,.w - as..e.re no ..gra.r.e'AII Ica the limes coincide ae+th joint cornerhnee, 9. Can*ehaa hel plated so their canto. r141�.c,•ary; a :avn••e�• latxhatkay h.n.>ap, tq.r„ sod 4r!l.aatl.ra H maapenerya• B. Olgira.lndicna •lee of plate in Irache a. 7. 114 devleh laoatlyd Mfsor in reap it..,Note,,. es, lee. Awhile. ea. iftrth 10. For baelevaAt.a al the Cemwou. Rste, Irad c.ted by the prefix ` C', see I.C.B. .9.0. R.R. 42 t. t [i , - - - �2, (by 1h4 Lw. 9.1. batlike. tn•tp.ay.q W../ Tru.a.., 1136 • •�y .s 1 1 . The Co.rtpu Net 3aon Pls,ls, la indicte b he prolix 'CN', he - whid' and h'''n'!a"d hl'Csa.panua w.+ • .r• deal ar 1 l IndicNb ei 1 B a , m.,e, is ua d rr I- - 4 ^a a 9 ell. t All o llvra e re 7 t g.- • . ( I) if,. . . 111111111111111 bii V1-- b 111111101 III 1111111 1)1!! 1111 1111 • • - 7 LUMBER SPECIFICATIONS 22- 0- 0 MONO H1P,SETBACK 6- 0- 0 FROM ENO NALL ANSI.' /TPI 2, MEMBER FORCES t 4WRGD °, LOAD DURATION INCREASE - 1.15 4 T 1- -2408 G 1- a 0 W 1 -1596 W 5- -458 SIZE SPECIE GRADE PANEL (S) 1 2. -2244 B 2- 2804 H 2- 2305 N 6• - 802 TOP CHORUS: LOADING 1 3- - 2516 B 3- 2016 M 3- 6 w 7- -2422 �o 2x 4 OF 0169TR 1- 4 1 4- 0' BOTTOM CHORDS: TC UNIF LL( 50.0)4011 16.0,- 66.0 PLF 0' .0" TO 5' .0' VERT 14 4° 654 N 8= -360 2x 4 OF 11&BIR 1- 3 1C UNIF LL( 100.0) ALL ( 32.0)= 1.32.0 PLF 6' ,0" 10 22' .0" VERT LEFT = 1672 ., c. 1792.9 -- WEBS: BC UNIF LL( OI'OL( 28.01- 28.0 PLF 0' p" TO 22' 0' VERT 2x 4 OF STAND 1- 6 BEARING AREA REQUIRED [60. IN) A TC COHC Lt 250.0) 00.01- 330.0 LBS 8 6' .0" JOINT 6 2.60 OF / 4.13 HF / 3.93 SPF 1 IC LATERAL SUPPORT <- 12'0C, UON. JOINT 9 2.85 OF / 4. 40 HF / 4.49 SPF BC LATERAL SUPPORT 4= 12`6C, UO1I. 12 ) complete trusses required, I' Join together with 16d Box nails staggered at NOTE: 1x3 BAACTNG AT 24' 0_C. FOR @ 12' oc throughout top chords, - . ALL FLAT 10'P CHORD AREAS NOT SHEATHED. )y�t+, l2' oc throughout, bottom chords, O ♦ ♦. 12' oc throughout, webs,. - OFF PANEL SPLICE NOTE: • Oft panel point splices are located NOTE: Stagger splices on adjacent members. - at 1/5 the panel length 4/- 12' at • HIP 12 AND ON SINGLE c either end of the panel indicated, cc, • except end panels- MERGER AS SHOWN (24' O.C_) • o• • HIP FRAMING IS CONVENTIONAL FRAMING INTO. 101 AND BOTTD1t CHORD. ���1�p 1 I W 2x4 vertical at 40` oc C y 9 `J WW1 G 1.5x2.6, typical. � �� � tr 4i _ • 6 - 00 -00 16 -00 -00 ' • 12 • • .-GON o 5.001 C -4xfi Y26. O / C - 2.5x 4.3 C 2.5x6 C-1x2.6 ► N SA - C - 2.5x6 1 XPIRES E 61301`0' . 0 -1x2.6 C -3x9.4 0 . 5 ' C- 5x5.145) C -2.5x6 f C- 2.5x4,3(AS C - 2, 5x4:3(NS) 22 -00 -00 y o Scale: 1/4' " ago JOB NAME: (C. D) DUNCAN BLDG. TUALATIN rn WAIMEA:SS: Dement Note.,urress°thatwise noted: Oesign conforms to UGC -97 AnVer: 1.071tL1 -N1611 z , ) L. Rood M Coeval N.1n and Wwrrbes b -fora renetmedae as woven. 1 . Dee, n to support loads es shorn_ 2. 1444. and.ee.Ila.i mwtlnmat .lretdd he •arlt.• .l r t[wrwd Not.. std 2. Desrgn Mourns, the lot and bottom chords le be Isler&Ry braced et -- -- • _ - - - WmnIset been een truatIon bete.awre.a 2'• 0 O.c. m�'R 1$' - A.A. tCDpettlV NY. - -... W 3. tai eewp•Wolen v bolded nun b. IrntVmd woe. Mean r - 3. 2a4 Impart bridg " "mg or Uterd bracing recommended where shown, t OAT E: B/ 5/1999 e• y W faro ra ,l y d a .Itns+l. t ae d ttatporary wrdre�at .an br e 1, 4, Irvtellallon al truss is the rosponsibilty of the reap. live contractor_ , th.uld „ d 5. Deslgtt esstrme■ trusses we to be used n a inter rosive lrnlronmertl, � • .ap,ad .Mr.o011ed b y Aatlorw m/ ...w91. nn.en°.• and are for ' Alf 6.npdr.a arrum.. no n.pen.blh M made bating. del' condition' of use. DES BY: A Inc. -: 5- No lead b. dw w B . Design espinse■ full bearing -1 all w.pporls slbwn, Shun or wedge it Camp�TrUS I, �PPI.41. my osrqurart us,!Nt d br. and ttawessary, s; fartw.aro ry mile mid 14 nu 1Ims dt.sAI say lobe ammo/ than thriller 7, Oe149n [resumer tdeQreate drainage le Provided, $EO.: lo.dt b. .A a an ao e Plates hl , ates sel be located on both laces of buss, and 7305 °Odra T eo4wwrt. placed so their center .or..e r.ass. nmr tmw. <cwc 0, camel/tow W tow hoe iir comsat ore tn4 a.aunresre• Pon+b•sr h ar For t ones e. OIgIq s i n d c.t with 1 center lines. basic design des,mo1�cue of plate h irches_ .tett td ar. d* ,t t.+4 aietduelm P of °a°anerl+• t O, for beset n rooter of the Consputius Plate, inrdiceled by the prefix 7. VW 4a.lpi It fumish.d ratter to th• EmM.eons .w Isar. dasssry oat forth 'C ", see I.C.B"O_ fin_ 421 1 . by the Tr, MA: Insif u4. br k.rira Woad Trysts., 44 .0•1f 1.111'. • co .l 11. The Ccmputrue Net Section Plate is rrid.celed by the prefix 'CH', the . � Teo:, ..fJeh .s7 M MMriud by Gne t e apc.n .P art densnalot 4181 indica4m 117 go. rnalei 1el n umed. A4 others ere 20 go. • 111111W111101 . ......ic, _,.... .‘ 1101111101illii III 1111 1111 111 - 'r • . LUMBER SPECIFICATIONS 44- 0- 0 GIRDER 111USS SUPPORTING 22- 0- 0 - • ANSI/TP1 2 HEI4 ER FORCES 4WITG0 °\ FROM 30- 0- 0 TO 44- 0- 0 T 1+ -606 B 1- 0 N 1- - 3660 N 9- .1538 SIZE SPECIE GRADE PANEL (S) LOAD OURAITON INCREASE = 1.15 1 T 2= 6206 B 2= 4636 H 2- 5826 Wlo= TOP CHORDS: 1•3- -4572 8 3- 3882 W 3- -374 W. - 1520 *-o 2x 4 DF 1168TR 1- 0 LOADING T 4= - 3512 B 4= 4096 H 4= 1606 1112= • BOTTOM CHORDS: 1 5- - 3512 B 5- 5232 K 5- -994 W13 2868 2x 8 OF 01 1, 6 1C UNIF LL( 50. 0) 4 0L ( 16.0)- 66.0 PLF 0' .0 TO 44' .0' VERT T 5• -4976 9 6- 7304 0 2x B DF 12 2- 5 BC UAIF LL( .01.13L( 14,0)- 14.0 PLF 0' .0' TD 44' .0' VERT T 7- -778 w 7- '1 0 0 W 7= 1 W15= W15- -4g0 4540 LT WEBS: 8C UNIF LL( 250.0).OLI 150.0)- 400.0 PLF 36' _0 TO 44' .0' VERT 7 8- -7700 40 • • 2x 4 DF 12 2,14 N 8- 2348 a 2x 4 OF STAND 1,.4 -12,15 BC COPIC LL +DL• 1762.0 LBS @ 6' .0' LEFT - 3702. RIGHT ■ 5782 2x 5 OF 12 3,13 BC CONC LL10L= 1782.0 LEIS 6 38' .0' iC LATERAL SUPPORT <= 12 "OC, UON. ( 2 1 complete trusses required. . BEARING AREA REOUIRED (SD. 1N) )Din together with J6d Box nails staggered at JOINT 1D 5.92 OF / 9.14 HT / 8.71 SPF CD CD BC LATERAL SUPPORT <- 12 UON. 12 oc throughout top chords, JOINT 16 9.25 OF / 14.27 taF / 13.60 SPF OFF PANEL SPLICE NOTE: l ♦ 6' oc throughout bottom chords. 011 panel point splices are located � A � �A� 12' oc throughout webs, C . at 1/5 the panel length a/- 12' at -+ NOTE: • Stagger splices an ad)acent welobers. 7Z. either end 01 the panel Indicated. C except end panels. 22 - 00 - 0 0 "' T 1 22 00 -00 �; •►F �° �pM 5 00 06506 �N5 ?5.00 ��' r �F i �y�' w • /Laterally brace to roof diaphragm ' ; - 116.1 41211 1 21c4 web orate required. C -5x6 5K6 y rC C -5x6 ( 1�� _ , o / 1/ I P' ,i C -.5x6 a5. S 1 Irkbibb. 0 4' C -5 x 11.9 o 1� i...... t■ � �; t ea . �� • -3x7.7 C- 7x14.5 C -7x7,7 C - 7x9.4 C -7x7.7 CH 7x11.9[45) C -3x7.7 CN - 7x11.9(AS) CM 11.9 (AS) • C1 B - Bx 17.9 1 44 -00 -00 y o 17021 @ 6' -0' 17821 @ 39' -0' Scala: 3/16' JOB NAME: (E) DUNCAN BLOC. . TUALATIN C7, WAxNNaG O enend N° 0e1, un ions othembe noted: Design c on l orms to UBC -97 AnVer: 1.07 (ILI -W (611 1. 111.4 al Omani ANAos Ind Wiei*roor brbov ewyovodoo el truly.. 1, Design to avpporl loads ea 'brown. 2. Midair arh4 ..e.eloe w 0oiar dh•411 M odd.ad of d oen.rdMateo sod 2. Daaign anima' the wig and belloan chord' 10 be laterally braced u y. ' Wend before es+n4sroCee s>:.m.rires. 2'•O o,c. and a1 12' o_c. respectively. DATE: B/ 5/1999 �' 0bWnemu.bieri. . d.Mv . h.vn 1. 3. 2k4 impact bridging al lateral b.oclrrg ter ommended where .hown r 1 ,i � - u 4. AN Wool fora. r.Wllna .brume. sod. a. to pr..4 and pannr,ani bracing, 4. .. as lhon of truss is Ihre seaporreilxift 01 the re'p -Clive connector. _ • o5. deal�� rr1 ._ 5. Oamgn wmeo bungs■ ale to be used m ■ son•cauesive aywuonment, pe.a4tad Oy d.dahr et mrrtyM. account. - end ere for 'd eendsllon of use, C omp DES, BY: AW eoegham•sa- umae =. mpmdialy far ruall d.dne. B. Design u wmea fug beuiry er dl arpp.orra shown. SNrn or wedge 4. No lane shared Oa aplNed t. Noy cantata-di hew Mbar AA bracing and necessary g UTI' U S inc. ' t.ttenan .rr oahry4t. am al hi hn ne re. shsordd e WS. grad., • P d.' ' 7- Deelyn easumee adequate dl silage is provided_ , • sea _: 73 05 4 9 lard. i. 4ptts la any .. h 8_ Plalee shed be located on both laces of maps, and placed so their center z r, r•nvtr+ :w,••u •. ConOadnr bras no ordrN cis mod moonlit Isy a.+pae -mlly fea IM i4i l coincide with loin[ center inch... . 1i „k, bonding. g. � 1 . av � eA 0. Dig' I, ilc design yl[e of plate inche.. 1 O. For talc design vatic. of thb e Cenrpulyus Plate, Indlcai.d by the prep: -- - • - - . __ _. - 1, Thai Sagas b knirbod - •il••a b den YMonans on loos d alpha yet forth 'C', sea 1.0.6 - nit. 421 1. by the 1n o• Fiala impure. Wincing Wand Tna -es, I011411•,. cagy .1 1 1 _ the Cwnpulnes Net Section Plate is indicated by the prelie'CN', the .444, nil b. IenJ -fired by eaa,p ro,o anon r.7a..a• designator 1181 vrd 1B g•. m.taiel if used_ All others are 20 go. • IIIIIIIJ1IJIIII 1Illl1II1II Nei IIIII lily Ill I[II Ills LUMBER SPECIFICATION5 TRUSS SPAN 44'- 00' ANSIJTPI SINGLE MEMBER FORCES 4HRGD rn LOAD DURATION INCREASE - 1.15 • 1 1- 0 8 1- 2408 N 1- -242 W 7- -639 SIZE SPECIE GRADE PANEL (S) SPACED 24.0' O.C. T 2= B N -2599 2= 2300 2= 26 N 2'3 8= ' 220 o 1 OP CHORDS: T 3- -2002 B 3- 2x 4 DF Pf68TR 1- 6 2300 M 3- -14 11 9= -14 `.. LOADING • 1 4= -2002 6 4= 2408 W 4= 220 $ - 2823 - n BOTTOM CHORDS: 1L( 25.01SUL( 9.0) ON TOP CHORD - 33.0 PSF 1 5- -2599 N 5- -639 1.111- -242 0 2s 4 OF 1115BTq 1 - 4 OL ON BOTTOM CHORD = 7.0 PSF 7 6= 0 14 6= 1056 WEBS: TOTAL 10A0 - 40.0 PSF 2x 4 OF STAND 1 -11 LEFT - 1760 RIGHT - 1760 3> TC LATERAL SUPPORT <- 12'0C, UON. 8C LATERAL SUPPORT c= 12`0C, UON. BEARING AREA REO (SD. I JOINT 8 2.02 OF / 4.35 HF / 4.14 SPF .JOINT 12 2.62 DF / 4.35 HF / 4.14 SPF " n O �Z -00-00 tiOPROFE ' f 22 -00 -0 .\ ter.,. '-`0"/0 12 C -4x6 12 •, �� 'V 5.00D 6 0" X15 14 " U-.) Oili iiiii, "e „./ ..'".. AP' t. U.) C -5x6 (S) C 5x6 (S) L....) C -2.5x4 , 3 (NS) C- 2.5x4.3 (r�S) 2 s . � � � o r . X (Si S) , '. J01�►�5 1.75' ( C -3x9.4 EXPIRES 6130/0 C -3x9.• .IN ir , 410 - \_ ..___...--- .1 C !.5x2.6 '�� /4111111. ` C - 1.5x r 11; a 4x7.7 0. • 0. 5' 0. 5' I '' C 4x7.7 C- 2.5x4.3(N5) C- 2.5x7.7IHS) C 2.5x4.3(NS) y C -5x6 (S) C -5x7.7 (S) C -5x6 IS) z O 44 -00 -00 , Scale: 3/16' CO J013 NAIVE: (F) DUNCAN BLDG. TUALAIIN ‘.....1-1 rn wAlwNalP - - - Oenetal Noses, unless ottrwse n oted: Design conforms to U8C -97 An Yer: 1,07(11.1 -N r611 - c' 1. Road M Naomi Nabs one wrn6' b.h.s eondruNon al kw.... 1. Design W support loads sa shown. 7. &NNW and Kwltan s.MOUIa .4'11.4114%4 °dsasd of .1 Oared Hens and 2. Design espurne■ Ilse tap and bottom chords to be letaralry braced at - Wa.n6y bet... a.nrbugk.= osna,�osa. - - . 2 %0 o,c. end al 12' -O" o -c. respectively, DATA: 6/ S/ 1999 a. 1.s .ompr.rr1 ire d••r+Y m0 1 be irt•a.d when Omen r . 3. 2x4 Impact bridging w lateral bratang recommended al Ibe where d rawn . I -1 4, Al Ward forc....1.t d•m-1. ewtr r1•^4"I'ry maul pr,,,r,ra b..dno_ 4. Ine1a1►aden of truss s the resporeibdit of the respective ,hurt b. &Aral .nd pnnia.d by des el 5. end Design assumes [odes we to be used In • non-corrosive environment, _ �u I ve s °OR • ��'s' rid are for 'dry Condition' of use_ DES . BY; AN Cowman. *ammo m emPdm19111 for omit. br.oylp, 8. Design aawmee full Deering a1 all supports shown. Shim or wedge ri 5. Na l=4 .ha,id b, 'pia.al to my eanlpann,a a le an,. oil Inning and necessary. � d9 Comp�T�us Inc. iesrenan w m,nire. -.4, at no Ica. rhotd4 any I.,. p.0. th.n a.•IOr, 7. Design assumes adequate dr ainsge is provided. sec .: 73 0546 la.dr be wild to •+ r ae•WOnwn. S. Plates s u truss, be boosted on both laces of tes, and plated so their center 3 ...am vs .._ 6. corrp.1r he he omlrol .sm and newton no rnperisly (min. lines coincide YAM joint center lines_ �' "" raarsasllan, n.,a=o. rNpm.wt ..d ao 19en of ae,rpan.ryr. 9. Digits a Rime of plane :r inches. •.' • ., v_ <. . 10, Fns t b asis c n values of the Compulrus Plate, Indicated by the Prelim 1. Tu. design lo Ir+Lr.d cdlee to tlr OnNo•lans on (rum destpa or( N W. C. see 1.. de C 0. R.R. 4211. - - - _ - , - - . by w Tnny taste antnr• ara++ra a Wm./ i.u•.w, M6B1 ..-py of 11. The Cornputrus Net Section Plate Is indlceted by the prolix "CH the aafd, well h• a.rhlled by ceapu,rv. ,yon ...yowl. designate. (1 0 indicales I g ga. material la unedd. Ali others are 20 ga. ` JJ]II!IOI G 1 hl l I' ll III) IEE vii llu III it • a LUMBER SPECIFICATIONS TRUSS SPAN 44'- .00' ANSI /1PI 2 MEMBER FORCES 4NRG13 °', LOAD DURATION INCREASE - 1.15 1- T I. -141082 8 1- 0 N 1- -875D W12- -468 SIZE SPECIE GRADE PANELIST SPACED 24.0' D.C. T 2= - 16970 B 2= 12996 H 2= 13382 W13= ' - 224 0 • 10P chows: T 3- -11716 8 3- 15664 H 3- -3116 N)4- 2x 6 DF 82 1 -10 LOADING 196 BOTTOM CHORDS: LL( 7 4- -8506 B 4= 10816 W 4- 3766 1415= -76 a5.0)-sol( 9.01 ON TOP CHORD - 33.0 PSF T 5- -6264 8 5- 7852 N 5- 7196 816- 0 162 0 2x 6 Df 81 1- 3. 8 -10 DL ON 0011 CHORD • 7.0 PSF T 6= -6264 B 6= 5996 W 6= -7310 W17= 2x 6 DF 12 4- 7 TOTAL LOAD 40.0 PSF -478 ,rl 1 7- 649b B 7- rn 6102 W 7- 5530 NIB- 1002 NESS: 1 6- -6610 B B- 5980 W 8- -1192 a 2x 4 OF 81E8TR 2,20 40 BC CONC LL'DL- 8842,0 LBS B 9' 1.8' T 9= -6478 B 9= 5135 N 9= 4540 W20= 5288 Zx 4 DF !2 1. 3, 1, 5-16. 110- -5564 810 0 W10- -4556 W21- -3548 18,19,21 ( T coppleke trusses required. 2x B OF B2 5,17 � ' Join together xfth 164 Box nails staggered at W11= 4534 12' oe through l ch c---, TC LATERAL SUPPORT <- 12 VON, •` tr 12 oc throughout bottom chords. LEFT 0782 FIIGMT = 359D' Or LATERAL SUPPORT c- 12 - 0C, UON. 12 ' oc throughout webs. BEARING AREA REQUIRED 150, IN► c 'Laterally brace to roof diaphragm NOTE: Stagger splices on adjacent members. JOINT 12 14.05 OF / 21.68 HF / 20.66 SPF --I • r2x4 web brace required. JOINT 22 5,73 OF / 8.84 HF / 8.43 SPF c 22 -00 -00 22 -00 -00 5,00 C 5x7.7 12 a 5 ��15.00 co Ppp/'F .o OFF PANEL SPLICE NOTE: C -4x6 (S) 0 5 1N Q Olt panel point splices are located G C -5 (( C -5861 ¢ ' cF � t C -5 5x7 `� C- 5.5x).71 C -4x(S � � 9 C -4x6 (S) �• G- 5.5x9.41 - rib ..„ 26. , C -4x6 0 j ��, C -4x 6 (S) � ioVik‘ rfA ^� + jallf- C C 7x14.5 \ �. ` _ " i / I' 4x6 EXPIRES 613QI01 o C 1x14,5F • - 1-3x4.3 C- 7x11.91 C-7x7.7 C -5x7.7 C -5x7.7 • C- 5x7.7~ - C- 7x7.70 C - 7x11.91 C- 5xI!.9i ..' ! y C- 5x11.9 CN 5.5x14,51S) C 5x61SJ C- 5x6(S) C-5x6(S) CN- 5.5x14,5i(S) C- 3x4.3~ y 44 -00-00 z • 8842, 13 9 -1 -12 0 1� 'Wenger to apply concentrated load's) Scale: 3/16' tb to all girder embers.Hahger by others. 00 JOB NA1€: (GI OUNCAN BLDG. TUALATIN _ � wa91111f44 Omani Noce■, urEe>e other wise noted: Design ••.. ....... ,.,. i. rued s Carr* Nate and Warae Mbero ixoamrallan .f tuna,, 7. Design to sv➢pan loads as slnwn. conforms I0 MC An Ver 1.07 (IL1 - N 161) - 7- ttaeld. End otr oden aysy.por 4wuk)b•orlyial =1.i CAIN Maw and 2. Design asanemes the 1op and bottom chords to be lewdly braced at el br Wamlnal bola. aaminlAk n oarernvw, 2'4) O.C. and el 12'-0 O. G, rtepeclivelY. OAT E: 8/ 5/ 1999 3. VD °"e'•'*"a web Wooing rood b. h..i.a.d .beau down r , 7. 2x9 Impecl > Htal recanamerded where shown • r P bridging of .41 IL Ablate.! law r. dYlh p *.e a.AE rud n h.1."'''''.7 rY and 0 ea.o baoatnp, 4. Installation at truss Is the res be i. 6 1 a l the respective contractor. =ad be 0 . 9 9. 4 and peoWbed b1 eedpnw of a.apby. droop... 5. end assumes bums are m be used i n • narfoonoslve environment, DES. BY: 414 Caropavua .41.,. n. rospaugpry M rush basing. e re for roes 1ulJ condition' ee bearing a use - C 6, No Mari *laid a g. e, Design assumes full bearing al all supports shown. Shen or wedge Com LJT Inc . e➢Vaad N sag aeaaVaraA+l aaata 41'~41 414 baring Bred necessary. Aug..., ....not, aiwf.l ne W.. dredd Bads maul. van , .„t, 7_ Design assumes adequate drainage is provided. N Sea.: 73 0543 IaaM b..ppi.d N Ina eapin.al O. Males shall be located on both faces of ruses, and placed so their center uairaca4.rs ;..ala,a c w :.es .., •r 0. n ►...ao owns, ..r .Id alalaD•aa 41,41 .eb..nla�ay la. Iha lines coincide with Joint center tree_ - balk`atbn,b.idVae, tier awl and Inn.aadlon 411 mrrya.Alu. 9, Do e I i cides sure iv plate in u Corm :sinus iy � 1 O. For basic deli waives of the Computrua Plate, indicated by the web. _ _ Meg. I. hE.Lha4 ab{.A 1. T. ibahrb on an Iva d••lro ear berth 'C', see I -C. . �. - by Ilia Ina i'roly ar.thaa Winning N'a 4 Tara., 10e.81 . Eooy oa 11_ The Compulrus Ned Section plate is Indicated yy the prefix 'CN tba Ahida..il be hE.i.A.d by l?.,gxp,a lean wawa. d iignstor rl Ell indicates le go. marend th is tend_ All oers ere 20 gs- i . . ,. • 11E1111 [11111 1--4' 11111flVIIIINIfIE IVIII9111 INI Ill* LO148ER SPECIFICATIONS TRUSS SPAN 34'- 8.50" ANS /VTPI SINGLE MEMBER FORCES 4 HAGD °, LOAD DURATION INCREASE - 1.15 T 1- 0 8 1- 1786 if 1- -242. x 6- 402 z SIZE SPECIE GRADE PANEL(S) SPACE() 24.0" 0.C_ 1 2= -1842 8 2= 1561 1f 2= - 2094 >w 7. • 352 1 D CHORDS: T 3- - 1152 8 3- 1314 14 3- -132 w 8- -1091 ' 2x 4 OF 01613TR 1- 5 LOADING T 4. -1152 0 4= 0 H 4= .311 N 9. OOT IDA CHORDS: LL 25.01 +DL1 0.0) ON TOP CHDRO - 33.0 PSF 1113 1 5- -351 W 5- -703 x10 -r -1377 c 2x 4 OF li68TA 1 - 4 DL ON BOTTOM CHORD = 7.0 PSF WEBS: TOTAL LOAD • 40.0 PSF - LEFT - 1309 RIGHT - 1389 2x 4 OF STAND 1 -10 D BEARING AREA REOUIREO (50. IN1 TC LATERAL SUPPORT <- 12 UON• JOINT 7 2.22 DF / 3.43 HF / 3.27 SPF BC LATERAL SUPPORT <- 12 - 0C, MN. JOINT 11 2.22 DF / 3.43 HF / 3,27 SPF • ti _I 22 -00 -00 12 -OB -00 ' 12 1 C - 5.00 4x4.3 12 5.00 �( EDP 1 �1 V ll:J - ,�GUVC g oy C -5x5. l IS) 1- I+► 128 I2S C-2.5z 4.3 (N51 I C -2.5x6 0 �� AL, .\ � . . , '�- 26. • p E ' C- 2.5x7.7 C -4x4.3 A JOH �, &I. r EXPIRES 6/30/01 C -1x2.6 #7,:_a o 1 trl L I cm ..40 \ C 3X1.7 0. 5' 0. 5' G 4x4,3 • C-2.5x4,3 (NS) ' C- 2.5x7,7 (NS) C-I.5x2.6 C -5x5. I (SI C -5x7.7 lSl o 34-00 -0B _r Scale: 3/16` o0 vI J06 NAME: (H) DUNCAN BLDG, TUALATIN C7, w4rsnw Gamed Notes, o.ole,, tmleaa clherw.e Holed • Des 1 1 1. Read d di 0 ,.ni Haw and Warble, tsars aaa.vunaw. tn.a.rw. 1. Qeargn to support load. as shown 9 cool o rms Ca UBC - 97 AnVer: 1 . 071 1 L] -N [fill - 2. ardeo and emcees gwnOweata alrald N .d.t.wd •1 i tiered Note. old 2. Design assume* the top and bottom chords To ha Faterelly braced al r - >.�_^ -.. ..„- _" -- . -.,_ -.. -v ,,„• Monkey key Wee. a not adder aeome m. 2' -0 o,c. and ■l 12' -0' o.c. ynpcctivety- OATS: 8/ 5 /19-99 7. 117 aage.oiun web levee' mxA b. Mylird whew -aeon . _ 2x4 hnp*ct bodging or lateral brae r repo Ta ■e ,fed where shown . 1- I, 11 Mel m roinYp imeM. r ampa..ry ar.a P..." 1...".9. 4 • 'nets/lotion 01 truss es the lesporoiblli p of the respective contractor. \ r. nun h. dd�..4 praaWad by doiyw N wefMU..lroceuti 5. Design eewmn tomes are to ben gal in • ror�aorro■ive environment. r --J ®ulr , *mown no far Rude. are for 'dry lull b earing ■t all supports .horn, Shim or condition' p! trine. O.ref.F 8_ Design wseumes Full b wedge IF DES. 13Y: AN Con CompuTrus Inc. t 6. N. la.d ahead by nroc d ea errs .emparant Wrd1 ahs a' awe*/ aryl nsccaany. Hre..o+.n a.ngr.t., .nd " ,.. rh.,M ey n.d. Fwto Uri „ min 7, Design assume. adequate drainage is provided, SfiD • : 730545 k•ds w igsr ee .nl ..wy.nen_ B. Rates dui be Located on both lace. of cuss, and pureed .o their center , v•yr r <v, a c - , rc , , sr. , c= v,..rer, e• S. Compu fu ter r rN o.rdrd eras mu... .omu... no r..pon.eirs M Ube Lacs eoinerde Kirk bird Como lire., 9. Digits indicate .ire of plate in Inches. fd.latton,ha.diy..hlp 4 i.4 rna .o4 {nae. n. w a.nrerta. 10. Far b.4. design oaken of the Compulrus Plate. indicated by the Prefix d,,. • . - ,,...£,.. _. 7. 1Nr salon H Tari.h.d Fabled In ION ameaUmr on w 4 WO navvy .alon, rat N 'C', sec I,C. o. R.R. 4211, :. ' °'. or oh. env, Flee hNhae. arareoYe Woad trw.... HA•91 . copy .e 1 1. Tire Co mputnre Net Section Plate la indicated by the pr.lix 'CN", the dl which A 1.a banished by Cbarpubvn rnaw...+wee, eaignetor 4181 indicates 1 R go. me end is u+ ed. Art nlhees ue 20 ga, 11111 tI 1 N 1111 • • 1111111111 11111111 \ D : = . . • LUMBER SPECIFICAfIONS 18- 0- 0 GIRDEI TRUSS SUPPORTING 44- 0- 0 r AH$I /lPC 2 MEMBER FORCES 4 GO C7, LOAD DURATION INCREASE - 1.15 1 . T 1- - 6062 1- 0 N 1- - 6690 \H 6- ?992 B SIZE SPECIE GRACE PANEL IS) T 2= - 0062 B 2= 6062 H 2= 9064 In 7= - 4520 TOP CHORDS: LOADING 1 3• -13062 B 3- 6062 14 3- -2520 14 9064 2x 4 OF /16B7R 1- 4 T 4- - 6062 6 4- 0 If 4= 2992 N 9. -61390 BOTTOM CHORDS: TC UNIF LLI 50.0]113L( 16.0)- 66.0 PLF 0' .0" TO 18' .0' VERT 2x B DF S5 1- 4 BC UNIF LL( 525. 329.01= 854.0 PLF 0' .0' TO 113' ,0" VERT N 5- 292 �y - NESS: LEFT - 0842 RIGHT - 1/4.3 2x 4 OF /2 2, 8 BC CONC LL•OL- 375.0 LBS @ 4' 6.0' 8842 `sr 2x 4 CF STAND ], 3- 7, 9 LOADS AS GIVEN \ BC CONC LL-11:11_ 375.0 LBS 8 9' _0- BEARING AREA REQUIRED f50- INI 8C•COINC LL4DL- 375.0 L65 0 13' 6.0' JOINT 6 14.15 OF / 21.83 1.1:F / 20.81 SPF , N * / MIN. LATERAL SUPPORT c= 12 "OC, N. 12 1 coaplete trusses required. JOINT 10 14.15 OF / 21.03 HF / 20.81 SPF I BC LATERAL SUPPORT <- 12 "0C, VON. 1 1 Join o th together rovy th t op Wi 16d chBox or na11s staggered at • 12 , c • 3" oc throughout bottom Chords, C) HQi -_ A A 12' oc throughout webs. • . -I • c 'Laterally brace to roof diaphragm v 6 2x4 web brace required, c rq O PFi -7x.4 C - x6 3 C- 2 C -5 C -7x9.4 1 14;111:' illIW7,1 • • es. es OP / �I' • ,o S , ` p a \ ' v � \-114 \I •■s 11,411 EXPIRES 6/30101 ��i ����imia -3x7.7 C- 12x14.5 C -7x9.4 C- 12x14.5 C -3x7.7 • J' y 18 -00 -00 • 1 3751 8 4' -6 @ 9' -0' 3750 @ 13-6• 4, 3750 1 Scale: 1/4" J08 NAME: Ili OUNCAN BLDG. TUALATIN rn wuatawa: General Nan', unless otherwise noted: 1. nose r c.e.d Na•. enri Wine* b.fot ea,.r�w..4 1. Design to support loads as shown. Design conforms to UBC - AnVer: 1 .07 I f U h I61) v 2. Malkin and .redon mnlr.Ael Jw.ba b. bdWM •f of dm.MNato. aril 2, Design eannTe. the Igp and bottom drordi to be laterally braced al - woman:. twee oervlruedii. e• ineei. 2'•0 o,c..erd M 12'•0" o,c. respectively, bearing DATE: 8/ 5/ 1999 a• to q eo.ore..r. • min M . • +b 'amino bs sxid h.. fresh r , 3, 2.4 Impact bridgmg or Intend bracing recommended where ■hown r r • w.._, d, Al Yo.ra l o. rrranYy ...o,.,4. ma. a l..porrj rid p.mr..rt 4. Insl.gatlon o1 limp re the responsibility of the re.pectlye contractor, \ marl be d..lood aria pro.id.d h y ds. �.a.xd.a•.euavn. and are for "dry t.sJn'' S. Desgn assumes , Ir2.. ire to beamed in a rwn•rorrosrve environment, - `i DES. BY: AK oe mama•. no ry 1i wee of ate. • a ood r p•atilt7 for ro4 hmang• 6. Design assumeo fail bearing al all aupporp shown_ Shin. or w 7. sf. bad d..dd be oppa.d n ens oae+p•n.t.Mx el+. el ti..bq .4 neceteary. edge it / TruI. ' hAar..n eewhe e., •M.1 na 1;1.i i .1....34 anyle.d....•t. th.r d..tyr 7. Design assumes sdequele drainage is provided. r 5E11.: 730541 'sad. hr .ppied [• ..y n.'-pen d_ B. Plates .hell be located on both face. of was, and placed ao their center v.•.:••a.a +s or +are a a_ Compm,g, ter no cant* ens and ammo, ti .rparWNYY Ire the 0, coincide nsth taint cent. fines_ g• D frbr1o$Ioo, Minding. .Wpm.rl and Irot•4yon •f eorro,..•nb 10 Fos bane . indicate design glee of plate n inches, , ddes n v of the Compulnn Plate, indicated by the Prefix I. MIA adpn N e.rridr.d .weJ.a 10 el* amMsdo.0 .n w•. dealing r.r r.nh no 'C', a 4C.B. R.R. .0. 4211. � - - - '... . by U. Tn.i Het• Inrihvl• Miami./ Word inns+.. M111-0T • cora of 11. The Cornpulnu Net Section Plan is .dicMed by the prefix 'CN', the • - Nab - M Nnt.h.. by Compute. •a«+rse•. t. dealgnotor 1161 Irdicotes 10 go. material is used. All Who. are 20 go.