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Plans (422) , C i _ d• @� RECEIVED t CONSTRUCTION JUL 15 2010 { CITY OF TIGARD Project Name: The Knoll at Tigard BUILDING DIVISION Submittal No.: 061753 -001 Specification Section: Shop Fabricated Wood Trusses Submittal Shop Drawings, Engineering & Description: Evaluation Reports Date: May 25, 2010 Architect: Carleton Hart Architecture Arch. Project No.: 20825 Contractor: LMC Construction Subcontractor: Rothchild Construction Supplier: Pacific Lumber REVISION �� Manufacturer: Pacific Lumber Drawing / Detail Reference: S2.4 & S2.5 "UPrZOt Reviewed By: Scott Dekker City of Tigard LMC Review No Exceptions Noted A • • rove • Plans Comments: By 46744 Date7 IIC Action taken by Architect 12Zq( ti NOTED 0 MAggrbillitatOMSfirirED - OFFICE COPY MOTEL ❑ REVISEANDREs!mmri ❑ Nis REVIEW 49 FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY. ANY DEVIATION FROM PLANS OR SPECIFICATIONS ;NOT CLEARLY NOTED BY THE CONTRACTOR HAS NOT BEEN REVIEWED. REVIEW SHALL NOT CONSTITUTE A COMPLETE CHECK OF . .ALL DETAILED DIMENSIONS OR COUNT ORSERVE TO RELIEVE THE CONTRACTOR OF CONTRACTUAL RESPONSIBILITY FOR ANY EAR \OR DEVIATION FROM CONTRACT REQUIREMENTS. T.M. RIPPEY CONSULTING ENGINEERS PORTLAND GMT 10 G �¢ IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 1'• 10.3' ICOND. 2: 310.00 PLF DRAG LOAD. 1 TC: 2x4 OF 913BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF R1&BTR SPACED 24.0' 0.C. NOTE:Design assumes moisture content does • WEBS: 2x4 OF STAND not exceed 19% at time of manufacture. LOADING Design conforms to main windforce- resisting TC LATERAL SUPPORT <= 12'00. UON. LL( 25.0) +DL 31.0) ON TOP CHORD = 56.0 PSF BC LATERAL SUPPORT <= 12'00. UON. DL ON BOTTOM CHORD = 10.0 PSF Design and components and cladding criteria. TOTAL LOAD = 66.0 PSF Wind: 110 mph, h =15ft, TCDL= 18.6,8COL =6.0, ASCE 7 -05, Connector plate prefix designators: Enclosed, Cat.2 Ex B, MWFRS, C,CN C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL interior zone, load factor =l.6 M,1120HS,M18HS,L116 = MiTek NT series REQUIREMENTS OF IRC 2008 AND IBC 2006 NOT BEING HET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. M - 1.5x3 M -3x4 • 1 2 All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. it - - 1 1 _ Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. co co 0 0 cD CO O 0 N N II fit? ° PRO 0) 3� = M -3x4M -1.5x3 ...;!‹..4 �G) �� Gt N6 �'P :/°: �, ORE T iO , O gER �, :: J. 1.10 04 J- .f/4//4 r R. CP �Q- EXPIRES 12/31/11 It ; C� i ,`,�`� wASy.i , `; 0 o H ° JOB NAME: THE KNOLL AT TIGARD - SP1 Scale: 0.8704 `� y � r `'' WARNINGS: GENERAL NOTES, unless otherwise noted: . /5, t 1. Builder and erection contractor should be advised of all General No 1. This truss design b adequate for the design parameters shown, Review '1'''''.'78'''':''� e Truss: : SP1 and Warnings before construction commences. and approval is the responslbildy of the buadfng designer, not the IM • 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. AB lateral force resisting elements such as temporary and permanent 2 Design assumes the top end bottom chords to be brerelly braced a< 77 DES. BY: LA stability bracing must be designed by designer of complete structure. 7 o.c end et 10' o.c. respectively unless braced throughout their length by a$) DATE : 5/4/2010 CompuTrus assumes no responwbSty for such bracing. 3. continuous x Impact bridging latera b bracing g * required where shown ry"� C). •. 4. No load should be Installation -• V added to any component until after all bracing and 4. Ine on of truss Is the responsibilty of the respective contractor. N • t SEQ .: 4546984 fasteners are complete and at no time should any . bads greater than 5. Design assumes busses are to be used in a non-corrosive environment, t 1: • VNftvV. ^" Y design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for 'by condition' 01 use. 8. De f / 4 /9 : .. TRANS ID: 28463 7 h• : ` ii` -'' ; . Design full bearing at all supports shown. Shim or wedge It j, fabrication, handBng, shipment and Installation of components. 7. Design assumes drainage is provided. I� �1HpN�� II II I0 6. This design Is furrdshed subject to the Imitations set forth by 8. Pbtes shall be located o on both faces 01 buss, and placed so their center [ EXPIRES 6/10/11 ` 1111 11111 11111 �I 11111 n 11111 IIII 1111 1111 TPINVTCA In SCSI, copies of which will be furnished upon request. Ines coincide with joint center Ines. / 9. Digits indicate size of debt In Inches. CompuTrus, Inc. Software 7.5.3E 1 L 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, E8R -1988 (MiTek). T ` � Q 0 r 101111 This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.9' ICOND. 2: 310.00 PLF DRAG LOAD. 1 TC: 2x4 DF 4168TR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF N16BTR SPACED 24.0' O.C. not OE:D gg nla� assumes WEBS: 2x4 DF STAND LOADING Design conforms to main windforce - resisting TO LATERAL SUPPORT <= 12 UON. LL( 25.0) *OLD 3 OM TOP CHORD = 56.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 66.0 PSF Connector plate prefix fix Wind: 110 mph, h =15ft, TCDL=18.6 BCDL =6.0, ASCE 7 -05, g M ,CN HS,l18HS (or no xTk 111 nators: = riesuTrus, Inc RIIRD STORAGE DOES NOT APPLY TO THE BENIAL interior zone, Enclosed, Cat.2 l Exp.e, Ml ,M2bHSM18HS, 16 = Y Te prefix 11T series REQUIREMENTS OF IRC 2008 AND IBC C 2006 2006 6 NOT BEING MET. load duration factor =1.6 M -1.5x3 M -4x4 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 1 2 All connections and attachments of components to form the structural system for imposed seismic loading is T7 — — the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. co co 0 0 c) e') PROp . �� ? .D - - 1 1 � �5 G /° 9 .,.>-<._ --><:_.$ ' ::. M -4x4 M -2x4 u/7 • OREGON . ' , T �� 0' 0 �� OVER v y i' .i/4//0 , R. CK 1 - 10 04 EXPIRES 12/31/11 Tfr A. � of wAS " W4b 0 . JOB NAME: THE KNOLL AT TIGARD - SP2 Scale: D.7757 ; � A. . .. y � c ° Z r .•. WARIaNOS: GENERAL NOTES, unless atlenMse noted: _ _� I ; . i a • . . 1. Builder and erection contractor shoukt be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Reviewr ' • si ;,j'. Truss: SP2 and Warnings before construction commences. and approval is the responsibility of the building designer, not the -t f ; 2. 2se compression web bracing mot be Installed vitiate shown ♦. truss designer or buss engineer. 1 3 Ali lateral force resisting elements such es temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 1. 17778 DES. BY: LA stability bracing mot be designed by designer of complete abucture. 2' me. and at 10' o.c. lespedlvely unless braced throughout their le by I¢ � oonanuoua sneaWng such as pywoodsbeathbg(TC) and/or drywal C). •, &G l DATE: 5/4/2010 DompuTrus assumes no responsibility for such bracing. 3. 2s Impact brklging or lateral acing /Daubed where shown . + a 1 SEQ.: 4546985 4. faaste load s should ba mpi and a any no V me ela ulld e y loader all 5 ' Deesign assumes s Wase es s are to a i used d in�a no contractor. environment ' >' ;: Ak 1 Q NAL design bads be applied to any component. S. ...Design rM g f et Y supped,. shown. Shim or wedge If l l9 ", -11- ,y • TRANS ID: 28463 7 5. CompuTno has no control over and assumes no responsibiuy for the fabrication, handling, shipment and hlstafatlon of components. na design Is furnished subject b the Imitations set forth 7. Design °ss b e located on bo th Is l sss, a L EXPIRES 6/10/11 A I1� � III1n�1 III '■Nj11INI(�S I��llt��I1 ��1(�1III�e1I'1 ®II1gN,110 6. Thle d by 8. Plates shalt b e bested an both tacos of truss. and plied so their center teYle i1 W IUiI all /' awls Wll 101,1 I N IWI TPWYTCA In SCSI. copies of which will be furnished upon request sees indicate e MU joint p comer Ines. CompuTtus, Inc. Software 7.5.3F(1 L)-E 10. Fos basic connector d destapn� see E$R -2529 (compuTns) and/or ESR -1311, ESR -1988 (aafek). i Re ar 1 w ' OP VP „'F I 18 ' 6 ' { 81 C' I W. I etCP I 1&4 A(E_ i Gee Al se � 21 EGE - a B1 GE j '� — N , , 4 4 W r 4 t. 9 t.' ------ 2 ;v Co '4 t — N la 9 13 \ 13 ii J J 4 N a rii m 9 N. l a 8 8 4 9 q y CGE ■ 141-1' 1a r FGE ` 1 i d ,Q' F WO' 12 eo 1 NA r 1 64T 1 194T 1 5P 1 C-fr O Copyright CompuTrus Inc. 20 ISSUE DATE: AB PLACEMENT ONLY.REFER TO TRUSS ILD 04/30/10 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL REVISION - DRAWINGS FOR ALL FURTHER , n LL AT TIGARD INFORMATION. BUILDING 7 1-a QQQ DESIGNERIENGINEER OF RECORD l !!! �� : a I II i RESPONSIBLE FOR ALL NON -TRUSS DRAWN BY.' REVISION - 2: TO TRUSS CONNECTIONS. BUILDING t„ .. FREE / CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL ION: SCALE: REVISION - DESIGNS PRIOR TO CONSTRUCTION. Ca ■ g U S : r ' � a C °S PAN Y 3/32" = 1' . Ins are property of - Pacific Lumber and Truss. All designs are null and void if not fabricated by - Pacific Lumber and Truss. f 1 1. c LEGACY REPORT ER -4211 Reissued February 1, 2005 ICC Evaluation Service, Inc. Business!Regional Office • 5360 Workman Mil Road, Whdtier, California 90601 • (562) 6990543 Regional Office • 900 Montclair Road, Suite A, Birmingham, Alabama 35213 • (205) 599 -9800 www.icc-es.org Regional Office • 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 a (708) 799 -2305 Legacy report on the 1997 Uniform Building CodeTM DIVISION: 06 — WOOD AND PLASTICS plates. These values are based on the National Design Section: 06175 — Truss Plates Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1 -1995. A copy of the ANSI/TPI 1- COMPUTRUS TRUSS PLATES 1995 standard must be supplied to the building department when this is requested by the building official. COMPUTRUS, INC. 2.3.1 Lateral Resistance: Each CompuTrus truss plate 31945 CORYDON ROAD must be designed to transfer the required load without LAKE ELSINORE, CALIFORNIA 92530 exceeding the allowable load per square inch of plate contact area, based on species, on the orientation of the teeth relative 1.0 SUBJECT to the Toad, and on the direction of load relative to grain. CompuTrus Truss Plates for Wood Trusses. Design for lateral resistance must be in accordance with Section 11.2.1 of ANSI/TPI 1 -1995. Table 1 provides 2.0 DESCRIPTION allowable lateral loads for the truss plates. 2.1 General: 2.3.2 Tension Resistance: Each CompuTrus truss plate must be designed for tension capacity, based on the The CompuTrus Truss Plates are flat steel plates designed to orientation of the truss plate relative to the direction of load. connect wood truss members. The plates are manufactured Design for tension must be in accordance with Section 11.2.2 from galvanized steel and come in various lengths and of ANSI/TPI 1 -1995. Table 2 shows allowable tension loads widths, and have integral teeth that are designed to laterally for the truss plates. Additionally, the net section of the truss transmit load between truss wood members. Plans and plates for tension joints must be designed using the allowable calculations must be submitted to the building official for tensile stress of the metal, adjusted by the truss plate tensile trusses using truss plates described in this report. effectiveness ratios shown in Table 2. 2.2 Materials: 2.3.3 Shear Resistance: Each CompuTrus truss plate must The CompuTrus truss plates are punched from No. 18 gage be designed for shear capacity, based on the orientation of [0.0454 inch (1.15 mm) base metal thickness] and No. 20 the plate relative to all possible lines of shear. Design for gage [0.0375 inch (0.95 mm) base metal thickness] G60- shear must be in accordance with Section 11.2.3 of ANSI/TPI galvanized sheet steel complying with the mechanical 1 -1995. Table 3 shows allowable shear loads for the truss requirements established in ASTM A 653 SQ Grade 33 or plates. Additionally, the net section of the truss plates for heel higher. joints and other joints involving shear must be designed using the allowable shear values for the truss plates, adjusted by Each plate has 9.4 teeth per square inch of plate; each the shear resistance effectiveness ratios shown in Table 3. tooth is approximately 1 / 3 inch (8.5 mm) long and approximately 0.106 inch (2.7 mm) wide. The teeth are 2.3.4 Metal Plate Reductions: Several allowable -load punched in pairs, with each pair spaced 1 / 4 inch (6.4 mm) on reduction factors for the metal plates, when they are center along the width of the plate, and 0.85 inch (21.6 mm) applicable, must be considered cumulatively in the design of on center along the length. Altemating rows of teeth are truss plates used in fabricated wood trusses: staggered 0.10 inch (2.5 mm) from adjacent rows. The "CN" 1. Allowable lateral resistance values for the CompuTrus series plates are identical to the "C" series plates, except that truss plates must be reduced by a strength reduction every third row of teeth is omitted. Plates are 0.85 inch (21.6 factor, QR, shown in Table 4, when the plates are installed mm) in length, and are available in widths of up to 12 inches in lumber by means of a single -pass, full- embedment (305 mm), in 1 / 2 -inch (12.7 mm) increments, as required by roller system having minimum roller diameters equal to 18 design. The plates are applied to truss members in pairs, with inches (457 mm). This reduction does not apply to one plate on each face of each joint, using a power press embedment hydraulic - platen presses, multiple roller constructed in accordance with the manufacturer's presses that use partial embedment followed by full - specifications. See Figure 4 for details of plate dimensions. embedment rollers, or combinations of partial embedment • 2.3 Allowable Loads: roller presses and hydraulic - platen presses that feed trusses into a stationary finish roller press. When trusses Tables 1, 2 and 3 provide allowable lateral loads, tension are fabricated with single -pass roller presses, the loads and shear loads, respectively, for the CompuTrus truss calculations for the truss design submitted to the building ICC -ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed as • an endorsement of the sub/ect of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc.. express or implied, as to 'ANSI, any finding or other matter in this report, or as to any product covered by the report. d 4 Copyright © 2005 Page 1 of 5 Page 2 of 2 ER -4211 department for approval must specify the minimum Toads recognized in this report are for plates that are pressed diameter of the roller press and the appropriate strength into wood truss members using hydraulic or pneumatic reduction factor from this report. embedment presses; multiple roller presses that use partial 2. Allowable lateral resistance values for the CompuTrus embedment followed by full- embedment rollers; or truss plates must be reduced by 15 percent when the combinations of partial embedment roller presses and plates are installed on the narrow face of truss lumber hydraulic - platen presses that feed trusses into a stationary members. finish roller press or, if the adjustment factors given in Table 3. Allowable lateral resistance values must be reduced by 20 4 are used, single -pass roller presses. percent when the CompuTrus truss plates are installed in When truss fabricators use single -pass roller presses, the lumber having a moisture content greater than 19 percent rollers must have minimum -18 -inch (457 mm) diameters. at the time of truss fabrication. Plates embedded with a single -pass, full- embedment roller 4. Allowable lateral resistance values for CompuTrus truss press must be preset, before passing through the roller press, plates installed at the heel joint of a fabricated wood truss by s at least two opposite corners of each plate with a must be reduced by the heel -joint reduction factor, H as hammmee r. follows: 2.6 Identification: H = 0.85 - 0.05(12 tan 0 - 2.0) The CompuTrus "C" Series plates are embossed with the where: designation "C -20" or "C -18," for the No. 20 gage or No. 18 gage plates, respectively. For the "CN" series, the No. 20 0.65: H s 0.85 gage plate is identified by the designation "CN -20" embossed 0 = Angle between lines of action of the top and on the plate, and the No. 18 gage plate is identified by the bottom chords (shown in Figure 3). designation "CN -18." Where the top chord slopes are greater than 12:12 (100% 3.0 EVIDENCE SUBMITTED slope), this heel -joint reduction factor is not applied. Test data in accordance with National Design Standard for 2.3.5 Combined Shear and Tension: Each CompuTrus Metal Plate Connected Wood Truss Construction, ANSI/TPI truss plate must be designed for combined shear and tension 1 -1995; and a quality control manual. capacity, based on the orientation of the truss plate relative to 4.0 FINDINGS the directions of loading. Design for combined shear and That the CompuTrus Truss Plates for Wood Trusses tension must be in accordance with Section 11.2.4 of d escribed in this report comply ANSI/TPI 1 -1995. P P Y with the 1997 Uniform 2.3.6 Combined Flexure and Axial Loading: Truss plates Building CodeT" (UBC), subject to the following desi designed for axial forces are only conditions: g y permitted as splices in the top and bottom chord when the splices are within 12 inches 4.1 Plans and calculations are submitted to the building (305 mm) of the calculated point of zero moment. Design of official for the trusses using truss plates described truss plates at splices in the top and bottom chord that are not in this report. placed within 12 inches (305 mm) of the calculated point of 4.2 The truss plates are designed to transfer the zero moment must include combined flexure and axial required loads using the design formulae in stresses. ANSI/TPI 1 -1995. A copy of the ANSI/TPI 1 -1995 2.4 Truss Design: standard must be supplied to the building Plans and calculations must be submitted to the building department when this is requested by the building official for the trusses using truss plates described in this official. report. The truss design must show compliance with the code 4.3 The allowable loads for the truss plates comply with and accepted engineering principles. Allowable loads for the this evaluation report. truss plates may be increased for duration of load in accordance with the code. Calculations must specify the 4.4 Truss plates are not permitted to be placed where deflection ratio or the maximum deflection for live and total knots occur In connected wood truss members. load. For each truss design drawing, the following 4.5 Truss plates are installed In pairs on opposite faces information, at a minimum, should be specified by the design of truss members. engineer: 4.6 Trusses using truss plates described in this report 1. Truss span, spacing, and slope or depth. must be fabricated bya truss fabricator approved by 2. Dimensioned location of truss joints. the building official, in accordance with Sections 3. Model, size and dimensioned location of truss plates at 2304.4.4 and 2321.3 of the UBC. each joint. 4.7 Allowable loads shown in the tables of this report 4. Truss chord and web lumber size, species, and grade. may be increased for duration of load in accordance 5. Required bearing widths at truss supports. with the UBC. 6. Top and bottom chord live and dead loads, concentrated 4.8 Overpressed truss plates are not permitted. loads and their locations, and controlling wind or Overpressed plates occur when the truss plate is earthquake loads. embedded into the lumber more than one -half the 7. Design calculations conforming to ANSI/TPI 1 -1995 and plate metal thickness. any adjustments to lumber and truss plate allowable 4.9 Allowable loads shown in the tables of this report values for conditions of use. are not applicable to truss plates embedded in 2.5 Truss Fabrication: lumber treated with fire - resistive chemicals. Plate connectors shall be installed by an approved truss 4.10 When a one -hour fire - resistive rating is required for fabricator that has an approved quality assurance program trusses using CompuTrus plates, see evaluation covering the wood truss manufacturing and inspection report ESR -1338. process in accordance with Sections 2304.4.4 and 2321.3 of This report Is subject to re- examination In two years. the code and Section 4 of ANSI/TPI 1 -1995. The allowable f i Page 3 of 5 ER -4211 TABLE 1- ALLOWABLE LATERAL RESISTANCE VALUES FOR THE COMPUTRUS TRUSS PLATES LUMBER SPECIES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE . AA I 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 0.49 206 151 113 108 w and C -18 Hcm -fir 0.43 161 137 110 104 Sprucc -pinc -fir 0.42 161 137 110 104 Southern yellow pine 0.55 132 . 118 102 113 CN -20 Douglas fir -larch 0.49 132 118 102 113 and CN -18 Hcm -fir 0.43 106 109 114 114 Spruce- pine -fir 0.42 106 109 114 114 For SI: 1 Ib. /inch = 6.89 kPa. 'See Figure 1 for a description of plate orientation. 2 Valucs are determined using the gross arca method. 3 Truss plates are installed in pairs on opposite faces of truss members. TABLE 2- ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR COMPUTRUS TRUSS PLATES DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 0° 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 -I8 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. !Sec Figure 2 for a description of plate orientation. 2 Thc length of plate refers to thc dimension of the longitudinal axis of the arca 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° 1 30° 1 60° 1 90° 1 120° I 150° 0° I 30° I 60° 1 90° I 120° I 150° MODEL Allowable Shear Load (pounds per lineal Inch per pair or plates) Shear Load Efficiency Ratio C -20 609 720 1,106 801 423 506 0.49 0.59 0.91 0.66 0.35 0.42 CN -20 610 696 1,045 738 587 486 0.50 0.57 0.86 0.61 0.48 0.40 C -18 702 732 1,241 1,041 565 578 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 St: 1 lbf/inch = 0.175 N /mm. TABLE 4- ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, QR, 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 CN -20 and CN -18 0.49 0.87 0.50 0.87 'The QR values corresponding to the value "0.49," above, apply to all wood spccics combinations having an average published specific gravity of 0.49 or lower; thc 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 he applied to all plate /wood orientations described in Figure 1. • F 1 Page 4 of 5 ER -4211 LOAD d S C S LOAD LOAD p0p00o0000010o0a0o000000 LOAD p o S 40---....- o �� a o o .___ 0 < S r o 0 0 00000DNA(00D0D00C�o0C —' O 0 O G O O 0 0 O 0 O O OODOPO000Wo)000g000C AA Orientation EA Orientation ILOAD 1 LOAD 000000000 o o p 00000pCp0 o g o 0 OjDGCpOpODD . O p C2, o�000papOOD bDOOOOa000rJ � ODOODOVpO o. 0DOD0000D00 o p CJ O U O O O I LOAD l LOAD AE Orientation EE Orientation FIGURE 1 ORIENTATION FOR LATERAL RESISTANCE VALUES I Length • I i Width ca l S c' o o o 0 o S v o, OOp o0Qop00CpOp0 = =o o 000p0000000 00003090300C °"� DC0RD0� o OCpO 0 0 '0 .� Q__� �D _Q D D 0° Plate Orientation 90 Plate Orientation FIGURE 2 —PLATE ORIENTATION FOR TENSION VALUES e 1 e II FIGURE 3 —HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES 't 1 Page 5 of 5 ER -4211 LONGITUDINAL AXIS TYP. 1 I ( ) ( ) ( ) C- ( ) (_ ) ( ) ( ) ( ) C ) ( ) C ) ( ) ( ) ( ) ( ) 106" MODEL ( ) ( ) ( ) ( ) C -20 / C -18 C — ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) WIDTH 21 ( ) ( ) ( ) ( ) TYP. .106" ( ) I ( ) ( ) ( ) - .333" .10° .85" .35° .5" .333" .10" .85" .35" .5" ( ) C ) ( ) C- ) -1 1 .5" f ( .) ( ) (- ) _. .25" ( ) ( ) ( ) ( - -) -� .5" ( ) ( ) ( ) ( ) "" MODEL ( ) ( ) C ) ( ) CN -20 / CN -18 106" ( ) ( ) ( ) C ) ( ) ( ) ( ) O 106° ( ) C ) ( ) ( ) FIGURE 4— COMPUTRUS PLATE DIMENSIONS e CompuTrus. Inc. Custom Software Engineering Manufacturing WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' and 10' o.c respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC) and /or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown + +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non - corrosive environment, and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 6. 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 see ESR -2529 (CompuTrus) and /or ESR - 1311, ESR- 1988(MiTek). a� i p v wAsHi 4 , /GN ,D PRop 17778 1 c, OREGON g ^a' ,IAL G PF- • 1 EXPIRES 6110/11 I EXPIRES 12/31/11 1 Y € / CompuTrus.Inc. i Custom Software Engineering Manufacturing Gable end trusses that have been designed to support vertical and /or seismic loads sometimes require that their top chords be notched for outlookers. These types of trusses have come under increased scrutiny by the building departments and their field inspectors. The top chord is a critical component in the truss and considerations must be made during the design process to prevent repairs later. Several options are listed below. Option I: For 2x4 Outlookers • For 2x4 Outlookers. • Requires 2x4 blocking between outlookers. 44 ""...... Do not cut into heel plate Option II: For 4x2 Outlookers • For 4x2 outlookers. M .5x3 @ 36" • Notches must be cut with care. • No blocking required. • Do not cut into Same cutting as for common. heel pl • Shim let -ins at each end for full bearing. Option III: For 4x2 Outlookers - Span < 24' -0" • For 4x2 outlookers. • 4x2 blocking between outlookers required. 11111 11111111111°.1-1/2" 'I Option IV: For 4x2 Outlookers with full • 4x2 notches must be cut with care. continuous bearing, studs at 16" o.c., and • No extra measures sheathing material attached to one face „ PR OF�css R 5 9� �` k ft, • 111111110111 eE R _ W 0 0, 0 REGON 8,�w 1 e p �'Q 1' k isies R. C P BONA►. 1BC2006/CBC2007 I EXPIRES 1213,1/111 EXPIRES ` 6!10/11 • FOR GABLE ENDS UNDER 6 IN HEIGHT GABLE END TRUSS MAY RESIST UP TO 180 LF DRAG LOAD. CompUTrUS, inc. "MINIMUM GABLE STUD GRADE - 2x4 STANDARD GRADE HEM-FIR PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF 15 ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN Custom Software Engineering Manufacturing ACCORDANCE WITH IBC TABLE 2306.4.5. 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. GABLE END M -2.5x4 1 1 I (2) it 2x4 BRACE AT 16' -0' c.c. OR AT M -1x3 Typical w CENTERLINE. ATTACH WITH 16tl � NAILS SHOWN IN (). > (2) 2x4 STUDS " STRUCTURAL TRUSSES M -2.5x4 16' MAX PLATE - - - - - m - i Intih. (2) 1 / 411 V CENTER VERTICALS VARY AS REQUIRED � �� y � p PROF fss BY VENT SIZE OR OUTLOOKER � 6.. � .GI NFF . di,-, BRACING FOR GABLE END `9 .! , /j4. CUTOUT FOR 4x2 • �r m OUTLOOKER CUTOUT FOR 4,2 OUTLOOKER �,�OREGON o> / X 1 S O '''7. (:),p..., 0 . �� ' % _ R. CPFL j' .� EXPIRES 12/31/11 - -- Et. C4 , ti �C �P' 0,.ci. ('' OF wAs• i14, 0 OFF STUD 1x4 ADD-ON. ATTACH OVER STUD WITH 8d NAILS AT 9" o.c. FILE NO: GABLE END DRAG f t, 1 1- r . 4x2 OUTLOOKER DETAILS • DATE: 07/23/08 ' riC, 1 REF: 25 -15 DES: SC q , 1 77 78 ,, se: Giliscio-_, . IBC 2006 / CBC 2007 ? . A tONAL , [ EXPIRES 6/10111 .1 .. ■ .1 FOR GABLE ENDS OVER 6' -6 IN HEIGHT MINIMUM GABLE STUD GRADE 2x4 CornpLTr'us. Inc. CONSTRUCTION GRADE HEM RR �( �� C q � ,: Custom Software Engineering Manufacturing 0 � OF Vd11SJ�j4rG ~ ,�0 r ✓ h rz ' Z l , 6' -O 0.C. MA M -2.5x4 • `rr 1 i,'I \` 2z40UTLOOKER 4 , ..% 17778 . M -1x3 Typical St tti II I 1 I I f E xa{RES 6110/11 2x4 BRACES. BRACED o 11 ...AT2 .- .°*' MAXIMUM 2x4 STUD " ,, e;k 1111 M -2.5x4 M oi.00011111V Aild MAX / CD 2x4 CONTINUOUS M -2.5x4 ' ti PROFF BACKING GABLE END TRUSS MAY RESIST UP TO 180 LF DRAG LOAD, PROVIDED .' SS, A WITH 16d 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 c ' G{NE "0 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN 4 ( � ip ACCORDANCE WITH IBC TABLE 2306.4.5. Lt: 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. OREGON A,� �' N ` SHEATHING TO 2x4 BLOCKS WITH 3-16d NAILS GABLE STUD It .. §ER 6. � 64 GABLE END EACH END 8 NAILS AT l 'R. CP EXPIRES 12/31/11 II 77 s Elr —'�_ �� 16d at 24' o.c. 1 -16d FILE NO: GABLE END DRAG 2 -16d 1 - -2x4 BLOCK WITH 2 -16d ` DATE: 07/23/08 I TOE NAIL p 868 8d NAILS AT 6" o.c. EACH END. \ 24- REF: 25 -15 DES: SC NOTCHED PER 2x4 BRACE WITH 4-16d NAILS 2-16d \ o c OUTLOOKER IBC 20061 CBC 2007 2 -168 FOR GABLE ENDS UNDER 6' - • IN HEIGHT CompuTrus.Inc. MINIMUM GABLE STUD GRADE -2x4 STANDARD GRADE HEM-FIR Custom Software Engineering Manufacturing + 2x4 Brace at 2' -11" o.c. 6' - 0" MAX GABLE END t M-4,6 M -4)6 1 or//7-- : 2x4 BRACE AT 1C -0' c.c. OR AT M-1 Xi Typical h M-4)6 CENTERLINE. ATTACH WITH 16d w NAILS SHOWN IN (). (2) 2x4 STUDS •• STRUCTURAL TRUSSES M-2.5 x4 t PLATE , G MAX (2) 1 1 1 M -2.5x4 (Spl) 'i t ;..• . PROFESS ' CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER BRACING FOR GABLE END • 4/6 .41 '�' CUTOUT FOR 4 )2 OREGON b OUTLOOKER CUTOUT FOR 4x2 OUTLOOKER o EXPIRES 12/31/11, R• CA : �yA� � �p WAS fi� ` ., OFF STUD 1x4 ADD -ON. ATTACH OVER STUD WITH Bd NAILS AT 9" c.c. ' C �0 ; y r 4K2 OUTI OOKER DETAILS FILE NO: TUDOR GABLE END f h � .: DATE: 07/01 /09 "i . REF: 25 -15 DES: SC 1 7778 (BC Zoos / csc 2007 I R L� 4% /ONUS. EXPIRES 6/10/11 ., ., - / CompuTrus. Inc. CUTOUT FOR 2x4 � PROF Custom Software Engineering Manufacturing 1 OFF STUD' .�� F S �S / GIN ADD-ON SAME SIZE AND I c? t1 _ O GRADE AS TOP CHORD 1 � 41 ' Q WITH 16d NAILS AT 12 O.0 '� LUMBER SPECIFICATIONS: -_ -../,- ' < OREGON 2X4 #2 DF -L CHORDS ADD ON SPLICE TO OCCUR '` 2 X4 STD. DF - STUDS AT PANEL POINTS WITH 0 c1 - rt �' 4Z - CLUSTERS 2 -16d NAILS T R.GP 1 EXPIRES 12/31/111 M-4x4 � � A OUTLOOKERS PER L I CUr) DETAI IIIIIIIIIIINIIIIIIkl f M-1x3 ONE SIDE AND (2) 14 GA 2 2x4 CONST. DOUG. STAPLES ON OTHER SIDE FIR AT 32' O.C. 2x4 BLOCK M/3 16d EACH END MINIMUM GRADE CHORDS i f 1.� ®Mg: M - 5x6 � �_ . AND STUDS 2'4" I 4 -16d M -3x6 MIN. OR USE __ 6� __ 2 - __ - - .► SAME SIZE AS ON (t � _ TRUSS P,ca O BALLOON FRAME BEARING WALL TO 1' Y Y Y SCISSOR BOTTOM CHORD i! SCISSOR GALE ti Y — END FRAME - I , v A ---^ 76d AT 24' O.C. 2x4 CONTINUOUS BACKING WITH 16d NALS AT 24 O.C. TO WALL PLATE OBEARING I-E ENGINEER OF RECORD. ETAILS ON THIS I PAGE - R• C� ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE . . ''S- WAS UTILIZED WITHOUT THE BUILDING ENGINEER'S APPROVAL. .' 0 r � OF h1, j ,...= 4' �1=1+. .7 r"t `, SECTION A FILE NO: SC GABLE END / , /; -; DATE: 07/01 /09 , ' =' REF: 25 -1 DES: SC i. �t~ 17 <2 At IBC 2006 / CBC 2007 . IONAL [ EXPIRES 6(10/11 •, CompuTrus. inc. B 1 FRAMING DETAILS WHERE HIP TERMINATION Custom Software Engineering Manufacturing POINT DOES NOT MEET MATH COMMON TRUSS. COMMON TRUSS - RIDGE 1 1 is / OMMON TRUSS I 1 SHAPED BLOCK COMMON TRUSS EXTENDED TOP CHORD SECTION illir -HAPED BLOCK;, II■Inf NI 04 1 CROSS , F ROSS BLOCK BLOCK I HIP RAFTER ---HIP I ---------t/ �t RAFTE #3 I I I / A-A #2 I i t y I I #1 i HIP GIRDER TRUSS I I A EXTENDED END END JACK BOTTOM CHORDS - it SETBACK FROM END WALL AS SPECIFIED I r ON ENGINEERING, I I EXTENDED END '' JACK 01 #2 #3 #4 COMMON TRUSS ' END JACK - + - - - - , SETBACK FROM END WALL AS SPECIFIED �) ON ENGINEERING % Cq 'r 2x4 Vertical at �� PROFF ..0 �o'4 O+ / -- -- i l - a o ex. typical • FILE NO: CALF HIP DETAIL ci G1 N E `��O Y �O ^ g ^ 41 if F� 4:n h =.: z L .' HIP TRUSS DATE: 07/23 /08 r i _ See Engv,eereirg for Derails REF: 25,15 -1 DES: SC % •. ZCl�r2. -• .V IBC 2006 / CBC 2007 N • '4° : .14)*. ,� . 1 ,, 7 ,, ,�7 , �8 e SEQ: 5151508 # o 0$r_ r • k-, w A H n I ' 2z4 LATERAL BRACING AS SECTION A A /).‘,... Q`� 1Ot�,\1+ '. 1 SPECIFIED ON ENGINEERING R.CP ! EXPIRES 12/31/11 1 [ EXPIRES 6110/11 I , DETAIL FOR CONVENTIONALLY FRAMED VALLEY FILL Inc. CompuTr us. VALLEY JACKS - SPACED 24 'o.c. CLEAR SPAN NOT TOEXCEED8' -0'. FOR SIZE AND GRADE SEE END JACK CHART OR RAFTER SPAN TABLE UNDER APPROPRIATE C.S.I. LOADING. Custom Software Engineering Manufacturing VALLEY PADS - 1 6 OR 2 - 2x4's. • JACK POSTS - 2x4's TO BE PLACED UNDER VALLEY JACKS AT NO MORE THAN 8' -0' o.c. AND NAILED TOJACK PURLINS. JACK PURLINS - 2x4x4' -0' SPANNING OVER THREE TRUSSES UNDERNEATH AND PARALLEL TO VALLEY JACKS TO WHICH THE JACK POST SUPPORTS ARE NAILED. RIDGE BOARD - MINIMUM2)6 NO. 2HEM -FIR. RIDGE POST - 2x4's TO BE PLACED UNDER RIDGE BOARD AT NO MORE THAN 5' -0" o.c. AND NAILED TO RIDGE PURLIN. RIDGE PURLIN - 2x4 WHOSE LENGTH IS 12 THE VALLEY WIDTH AT THE POINT A INDICATED BY A RIDGE POST. ValleyJacks RIDGE BOARD at 24' o.c. — NAILING PER IBCARC 2006 • / ' TRUSS AT 24' o.c. /_\ Ridge END WALL, GABLE END r Purlin OR GIRDER TRUSS \ Ridge Post Jack Post J /,(/ Ridge Purim Jad Pullin Ridge 0111°// Board ". SECTION A-A Valley Pad I' Jack'PurIin . �! I � I I I Ridge PUdin [� R• c4 i Jack I i udin ' WA$ �,DVt� l , ' O ��p Hlt ■ I �ED PRO I I I �� , ✓� y f ' Z l ku �Clci NS �Q I 41 , 1 . 1 � I Jack uurlin cr r I s' ►�I ZLG/L -- , FILE NO: CALIF FILL DETAIL 17778 ' OREGON tZ :, IIIIMMONIIII DATE: 01/20/08 . fp '!S! 'o ' O3ER k) , O ' REF: 2 -1 DES: SC lT R. G Ate` ` 1 IBC 2006 /CBC 2007 [ EXPIRES 6/10/11 _I 1 EXPIRES 12/31/11 1 A SEQ: S151509 •• " • ♦, . / Inc. TYPICAL HIP OVERFRAMING DETAIL Custom Software Engineering Manufacturing +Instal 2X4 bracing at gat top chord areas at 2-0 o.c. unless otherwise noted M41) 3 AT VERTICALS. UON. 16-0' c0 PROp 0� e. / Wilk C' - INE V'0 2 +� .:.� fig'"' - ° • Hip #5 I' - • OREGON ^°' 0 N 0 J ! O Or3 r'R 6• 6 #1 #2 #3 #4 #5 Q 8'-0' R. GPQ' y ! EXPIRES 12/31/11 M-1 AT VERTICALS. UON. / M44 Hip #3 ea w m w P4 _ :. • . . c� __ R Hip #4 A cia y T YY 1 = ', p Z , fi _ q 4 17778 . A\�, 1' w PO Q A 5l ' W ISO PO rat CC + Hip #1 Hip #2 . ` /� ( EXPIRES 6110111 `� I\/ - I FILE NO: HP OVERFRAMING For Truss Details not shown see appropriate CcmpuTrus design. DETAL Note. Flat over framing material to be equal or better in size and grade of lot portion of structural member. DATE: 07/01/09 REF: 25,15 -1 DES: SC IBC 2006 / CBC 2007 1 1 A) 2x4 Post attached to each truss panel point and over head purlin CornpuTi'us. Inc. I with 2 -16d nails. B) 2x4 No.1 Hem -Fir or No.2 Doug. Fir purtin at 4'0' o.c. ` • C4 Custom Software Engineering Manufacturing P C) 2x4 No.1 Hem-Fir or No.2 Doug. Fir stiffener attach to post with 3- ` 16d nails. �� ti Vf 'r, D) lip Truss I, .1 setback from end well as noted on truss design. ` -. • E) Extended end jack top chord (typical). `n y � } O� r F) Common truss. i i III 11 11 11 N • 17778 G) lip Corner Rafter. .g, R X I A ®' r I f1 A � M 2x4 Continuous lateral bracing. •. Y � 8 - 1 ,l) Extended bottom chord. y I_ 8 r - , . B ® 1 ® ( EXPIRES 6/10/11 r R _,„, r. �.�.fia ■ttttttt� ■tttttt�rttttt� �I. G --gto. . _ , ■■ I . . , 4 .■ I I/ fi ■ I .'*■ I I_ /1 - / J r A Section Y J � • r - - _ - - _,... y , ` � R .D PR OFF 43 � rGINrEF � s / ci f G FILE NO: HIP FRAMING DETAIL 4t r ■ DATE: 07/23/08 � `G4?^ REF: 25, 15 -1 DES: SC " IBC 2006 / CBC 2007 IT �, OREGON A .4 ` -, E R " � Q ~ Section X T R. CPC' 1 , Setback I ftp Truss at 24' o.c.(Typical) 1 EXPIRES 12/31/111 J /CompuTr u s'. ` nc. SIDE VIEW TYPICAL END JACK SEE END JACK SPAN CHART FOR REQUIRED SIZE AND GRADE Custom Software Engineering Manufacturing DUTCH GABLE TRUSS END JACK TOP CHORD SETBACK FROM END WALL DUTCH GABLE TRUSS PER ENGINEERING LEDGER • 4 J END JACK Bottom Chord, Use Wedge at Comer 'I\ ' Members or Where No Ceimg is I SpedSed. ____Ii....„,,, /� - - - - - c o PROF, ACKS I � �,s D � GtN, o_ I t� OREGON 1 ^m T 1 COMMON TRUSS v Oj, 0 3 ` R 6 �O ,. T R. CN DUTCH GABLE TRUSS ` EXPIRES 12131/11 1 . / \ SIDE JACKS \ \\ SETBACK FROM END WALL PER ENGINEERING . - r + END JACKS _ _ HIP RAFTER J .. • 24" o.c. TYPICAL ,[ . • FOR SIZE AND ATTATCHMENT REQUIREMENTS ...4 WAS SEE ENGINEERING 0 _O L, 4c. 0 -- 5 FILE NO: DUTCH FRAMING DETAIL i'x . DATE: 07/23/08 A '` 17778 � - REF: 25 ,15-1 DES: SC sce IBC 2006 / CBC 2007 ytAI. EXPIRES 6/10/11 • CompuTrus. Inc. Compression web bracing shown on CompuTrus designs is to resist buckling of those webs. An alternate method to brace the 2x4 bracing shown on a single member truss is to attach 'T" bracing. T bracing is a 2x member placed flat on the web as shown in the figures. Custom Software Engineering Manufacturing 1 - 2x4 Brace Required 2 or 3 - 2x4 Braces Shown See appropriate CompuTrus Engineering See appropriate CompuTrus Engineering 2x4 T Brace 2x6 T Brace 2x4 T Brace iltr -41-- Web f— Web P ®— Web �tck- PROFk"ss � %' . e on.- The T brace must be at least 80% of the web length and is attached with 10d nails at 6 "o.c. throughout. .. OREGON cm J Typical at trusses 24 "o.c. only. 1 1 ro .� C3eR 6 • ( Ifa 2x4 or 2x6 web requires a single brace, a 2x4 T brace maybe substituted. If a 2x4 or 2x6 web requires C ,. Q- 2 or 3 braces. a single 2x6 T brace or a 2x4 T brace attached to the top and bottom of the web maybe R. CP substituted. The T brace(s) must be of equal or better material than the web. EXPIRES 12/31/11' Trusses at 24 "o.c.typical S R - C q O � . 0 OAS's. c O Restraint required at Brace must be 80 °� of (..) ,t , Q e each end of brace ; ` the length of the web. ;.I; y $ )•:• x r i and at 20' intervals. _ _� 2x4 lateral brace with q •. *�S7E� 17, 78 - 2 -10d nails per truss. A10: J � � � Refer to CompuTrus Eng. T Brace with y � � nails at 6 "o.c. [ EXPIRES 6/10/1 1 \ �_ FILE NO: Lateral Brace Detail ` � ` /� j `' no DATE: 07/23/08 . / �_._ .„ SEQ: 2787671 BC 2006 i CBC 2007 Lateral Brace Alt. Lateral Brace IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IRC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCM TC: 2x4 DF #1 &BTR; LOAD DURATION INCREASE = 1.15 1- 2 =( -4D) 44 7- 8 =( -282) 302 7- 2 =( -993) 466 10- 5 =( -359) 260 2x10 DF #2 T1 SPACED 24.0' 0.C. 2- 3 =( -1144) 336 8- 9 =( -154) 1050 2- 8 =( -230) 1085 BC: 2x4 DF #1 &BTR 3- 4 =( -814) 291 9.10 =( -134) 714 8- 3 =( -194) 162 WEBS: 2x4 DF STAND; LOADING 4- 5 =( -215) 206 3- 9 =) -409) 44 2x4 DF #1 &BTR A LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6 =( -44) 39 9- 4 =( 0) 426 DL ON BOTTOM CHORD = 10.0 PSF 4 -10 =( -1016) 113 TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 45.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0" 24.0' LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. 0'- 0.0" -172/ 1057V -59/ 246H 5.50' 1.69 DF ( 625) 20'- 0.0' -190/ 1114V -59/ 246H 5.50" 1.78 DF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX LL DEFL = 0.002' )L/9999) @ •2'- 0.0' L/120 = 0.200' M,M20HS,M18HS,M16 = MiTek MT series MAX TL DEFL = - 0.001' (L/9999) @ -2'- 0.0' 090 = 0.267' MAX LL DEFL = - 0.028" (L/8178) @ 7'- 4.0' L/240 = 0.954' MAX TL DEFL = - 0.049" (L/4673) @ 7'- 4.0° L /180 = 1.272° MAX LL DEFL = 0.033° (L/ 733) @ 22'- 0.0' L/120 = 0.200' MAX TL DEFL = - 0.027" (L/ 892) @ 22'- 0.0" L /90 = 0.267' MAX HORIZ. LL DEFL = 0.008' @ 19'- 8.5° MAX HORIZ. TL DEFL = 0.014' @ 19'- 8.5° NOTE:Design assumes moisture content does 7 6 - - 6 - - not exceed 19% at time of manufacture. T T T 1' Design conforms to main windforce- resisting 12 6 system and components and cladding criteria. 3.00 M - 1.5x3 5 _, Wind: 110 mph, h =35ft, TCDL= 6.0,BCDL =6.0, ASCE 7-05, • Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.6 M -3x4 a o. M -5x8 m 3 �� P co A o 5� s. c M 3x z T1 ± ^ 4C 1 (4, F'A O et- 1 .. • Cr) �,� OREGOP4 J N o == o o � O • OgER 6 , di f •- 7 8 9 a10 TT /� G P' • M -1.5x3 M -3x4 M -3x4 M -3x4 f / ¢ l /0 - b y y EXPIRES 12/3111 5 7 -04 6 -02 -04 6 -05 -12 J 2 -00 y 20 -00 2 -00 y g' C� el%. 0 1F W ASp, 4 , 0 (dN�� tUyt t/ y t,1 f S' 3 'C • JOB NAME: THE KNOLL AT TIGARD - Al Scale: 0.2712 , , , A. - -.. ° z 1; "' • WARNINGS: GENERAL NOTES, unless otherwise noted: 1 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review �' ' Truss: Al and Warnings before construction commences. and approval is the responsibility of the building designer. not the d ri1"..r..Pr2. 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally at 17778 2' o.c. and at 10' o.c. respectively unless braced throughout their length by A p p� DES. BY : LA stability bracing must be designed by designer of complete structure, continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). • I. �t 1S 1L* DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown = * 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibilty of the respective contractor. '° ' �N V + SEQ.: 4546864 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, ,r/4/4 I : i f design loads be applied to any component. end are for "dry condition" of use. TRANS ID: 284629 5. CompuTrus has no control over and assumes no responsibilty for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling. shipment and installation of components. necessary. 6/10/11 7. P assumes adequate drainage is provided. I EXPIRES 6. This design is furnished subject to the limitations set forth by B. Plates es shell be located ated o on bath h of f truss, and placed so their center I III (IIII VIII VIII VIII VIII VIII IIII IIII TPIMlTCA in BCSI, copies of which will be furnished upon request. Digits coincide with joint center lines. 9. Digi indicate ndiccatt e size of plate te in inches. CompuTrus, Inc. Software 7.5.3F(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0° ICOND. 2: 310.00 PLF DRAG LOAD. I TC: 2x4 DF #18BTR; LOAD DURATION INCREASE = 1.15 2x10 DF #2 T1 SPACED 24.0' O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. BC: 2x4 DF It188TR LOADING WEBS: 2x4 DF STAND; Design conforms to main windforce- resisting 2x4 DF 1188TR A LL( 25,0) +GL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 45.0 PSF Wind: 110 mph, h =35ft, TOOL= 6.0,BCDL =6.0, ASCE 7-05, BC LATERAL SUPPORT <= 12'0C. UON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Enclosed, Cat.2, Exp.B, MWFRS, LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. interior zone, load duration factor =1.6 C- 1.5x4.3 or equal at non - structural vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series 7 - - 6 - - 6 - - `— 3.00 0 M -1.5x4 6 Web braces shown ( +) may 5 —/ be applied to either side of = web at location shown. M -4x6 4 ~ C M -6x10 co / ,:. 11) , 3 , D 0 rn co ( M:xth 1 .; r N 7 8 9 10 M -3x12 M -3x8 M -1.5x4 M -3x8 CANT?" Provide Full Continuous Bearing I Lt.ui:'�S / ose2 1 y j ), ( CoCt�1!�o/� 7 -04 6 -02 -04 6 -05 -12 L L 2 -00 20 -00 2-0 � ,, C �� EO F RO,ceSS � F wasH, ` 'S' • 0 N4G1NFF /o Q � � o ~ C A O� JOB NAME: THE KNOLL AT TIGARD - A GE Seal-, • , `` , '� N. '` ° s' t �� /� WARNINGS: GENERAL NOTES, unless othe rwise noted: , •{�S'/ r'" r 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. R- • Truss : A GE and Warnings before construction commences. and approval is the responsibility of the building designer, not the '10 OREGON ._ :. e ti 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. C5 2. Design assumes the top and bottom chords to be laterally braced at _ 3 All lateral force resisting elements such as temporary and permanent I � E R 1 _ 7778 DES. BY: LA stability bracing must be designed by designer of complete structure. 2 ' o.c. and at 10' o.c. respectively unless braced throughout their tang $ 6 • Q continuous sheathing such as plywood sheathing(TC) and/or drywall(B -. I. DATE • 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ ]` Q� s' ( ) / 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibiliy of the respective contractor. • R C t A\ ,— SEQ.: 4546865 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non - corrosive environrn tt/ A l / / +. and are for "dry condition" of use, 6. Design assumes full bearing at all supports shown. Shim or wedge dJ T I / design loads be applied to any component. •+ - L t ti TRANS ID: 284629 - 5. Com has no control over and assumes no responsibiliy for the fabrication, handling. P p shi ment and installation of components. 7. necessary. r EX - IRES 1213'1 /11 4 Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by d. Plates shall be located on both faces of truss, and placed so their center I EXPIRES 6110/11 VIII VIII II II I III II II VIII VIII IIII IIII TPINVTCA in SCSI copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.5.3F(1 L) -Z 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1969 (MiTek). IIIIIIIIIIII0 • This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCM TC: 2x4 DF 01 &BTR; LOAD DURATION INCREASE = 1.15 1- 2 =( -36) 33 2- 9 =( -299) 2964 3- 9 =( 0) 308 2x10 DF #2 T1 SPACED 24.0' 0.C. 2- 3 =( -3181) 688 9 -10 =( -293) 2974 3.10 =( -879) 102 BC: 2x4 DF N1&BTR 3- 4 =( -2277) 547 10.11 =( -226) 2116 10- 4 =( 0) 436 WEBS: 2x4 DF STAND; LOADING 4- 5 =( - 1261) 384 11 -12 =( -116) 1129 4 -11 =( -1141) 184 2x4 DF N1 &BTR A LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6 =( -194) 211 11- 5 =( -6) 845 DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =1 -198) 262 5 -12 =( -1515) 223 TC LATERAL SUPPORT <= 12 "OC. UON. TOTAL LOAD = 45.0 PSF 7- 8 =( -45) 40 12- 6 =( -506) 140 BC LATERAL SUPPORT <= 12 °OC. UON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE OVERHANGS: 24.0' 24.0' LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. BEARING MAX VERT MAX HORZ FIG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -231) 1422V -152/ 2466 5.50' 2.28 DF ( 625) considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 27'- 8.5' -198/ 1581V 0/ OH 5.50' 2.53 DF ( 625) Connector plate prefix designators: 34'- 0.0' -162/ 355V -152/ 246H 5.50" 0.53 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.002° (L/9999) @ -2'- 0,0° L/120 = 0.200' MAX TL DEFL = 0.002° (L/9999) @ -2'- 0.0' L /90 = 0.267' MAX LL DEFL = - 0.126' (L/2579) @ 7'- 5.7' L/240 = 1.354' MAX TL DEFL = - 0.227' (L/1431) @ 7'- 5.7' L /180 = 1.806' MAX LL DEFL = 0.032' (L/ 738) @ 36'- 0.0' L/120 = 0.200' MAX TL DEFL = - 0.027' (L/ 892) @ 36'- 0.0' L /90 = 0.267' MAX HORIZ. LL DEFL = 0.045° @ 27'- 8.5' MAX HORIZ. TL DEFL = 0.080° @ 27'- 8.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce- resisting system and components and cladding criteria. 7 - 07 - 08 6 - 10 - 01 6 - 08 - 05 6 - 08 - 05 6 - 01 - 12 T T f 1( ,( '( Wind: 110 mph, h =35ft, TCDL= 6.0,BCDL =6.0, ASCE 7 -05, Enclosed Cat.2, Exp.B, !MFRS, 3.00 12 7 8 interior zone, load duration factor =l.6 M -2x4 6 M- 5x5(S) ' PROVIDE SUPPORT Ep PROF 0. ?5" .ctR Fss o, M -3x4 t 4., 4 0 4 0 ll= M 6x8 A °' /G � • �� ^ c � ,OREGON �Am 10 -4111 Q .. m �� O s, 6• C ) _ . R . C P` G � • ; - l' 11 12� ,r l 4vlo 8 25 M -3x6 M -1.5x3 M -3x4 M -3x5 M 5x5(s) EXPIRES 12/31/11 r y y y i y 7 -05 -12 6 -08 -05 6 -08 -05 6 -10 -01 C -~ . ), y y g• 2 - 'PROVIDE FULL BEARING;Jts:2,12,71 34 - 2 - . O F WASJ11 " �� ° • JOB NAME: THE KNOLL AT TIGARD - B1 a . °� Scale: 0.1899 y ` WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of ell General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: B1 1 and Warnings before construction commences. and approval is the responsibility of the building designer, not the ,t 1, r ri ,r..`- 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 3. All lateral force resisting d le d s tor and permanent . 2' o.c. and at 10' o.c. respectively unless braced throughout their length by j, 1 � DES. BY: LA sfastability mu bracing must be designed by y designer gno er r o of complete structure. continuous sheathing such as pywood sheathing(TC) end /or d ywall(BC). I, - 4 9675 TE DATE 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. Ax Al' SEQ.: 4546866 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, / ) /^ i: - ' kr desi tootle be applied to any component. TRANS I D : 284629 5. CompuTrus and are for "dry condition" of use. ! Y s has no control over and assumes no responsibility for the 6. Design assumes full bearing at all suppo is shown. Shim or wedge if fabrication. handling, shipment and installation of components. eery. 1f 7. Pt assumes adequate drainage is provided. L EXPIRES 611011 1 6. This design is furnished subject to the limitations set forth h 8. Plates es shall be located ated on on both h faces of buss, and placed so their center IIIIII VIII II II I III VIII II II VIII IIII IIII TPINYTCA in SCSI, copies of which will be furnished upon request. Digits coincide with joint center lines. g i 9. Digits ndiccatt e size of plate te in inches. CompuTrus, Inc. Software 7.5.3F(1 L) - 10. Fo basic connector plate deign (MiTek). lues see ESR -2529 (CompuTrus) t. IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCM - TC: 2x4 DF #18BTR; LOAD DURATION INCREASE = 1.15 1- 2 =( -36) 33 2- 9 =( -2263) 2312 3- 9 =( -534) 242 2x10 OF 82 T1 SPACED 24.0° O.C. 2- 3 =( -3989) 3897 9 -10 =( -11) 40 3 -10 =( -1848) 1840 BC: 2x4 DF M188TR 3- 4 =( -2915) 2860 10.11 =( -21) 69 10- 4 =( -1472) 1225 WEBS: 2x4 DF STAND; LOADING 4- 5 =( -2978) 2945 11.12 =( -15) 51 4 -11 =( -2562) 2518 2x4 DF #18BTR A LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6 =( -3065) 3070 11- 5 =( -1977) 1763 DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -2943) 2981 5 -12 =( -2824) 2763 TC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 45.0 PSF 7- 8 =( -45) 40 12- 6 =( -631) 347 BC LATERAL SUPPORT <= 12 °0C. UON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE OVERHANGS: 24.0' 24.0' LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C- 1.5x4.3 or equal at non - structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -1062/ 1386V -4900/ 49948 336.00' 2.22 OF ( 625) vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 7'- 5.7' -102/ 666V -2248/ 22788 336.00' 1.07 OF ( 625) 14'- 2.1' -697/ 1218V -1803/ 1811H 336.00' 1.95 DF ( 625) Unbalanced live loads have been 20'- 10.4' -243/ 752V -2235/ 2208H 336.00' 1.20 DF ( 625) considered for this design. 27'- 8.5° -2098/ 2570V -2110/ 2069H 336.00' 4.11 DF ( 625) 34'- 0.0' -658/ 770V -3832/ 3875H 5.50' 1.15 DF ( 625) Connector plate prefix designators: C,CN,018,CN18 (or no prefix) = CompuTrus, Inc M,M2ONS,M18HS,816 = MiTek MT series MAX LL DEFL = 0.002' )L/9999) @ -2'- 0.0' L/120 = 0.200' MAX TL DEFL = 0.002" (L/9999) @ -2'- 0.0' L /90 = 0.267° MAX LL DEFL = 0.032' (L/ 738) @ 36'- 0.0" L/120 = 0.200° MAX TL DEFL = - 0.027° (L/ 892) @ 36'- 0.0' L /90 = 0.267' Web braces shown ( +) may be applied to either side of MAX HORIZ. LL DEFL = 0.106° @ 33'- 9.2' web at location shown. MAX HORIZ. TL DEFL = - 0.106' @ 33'- 9.2' ICOND. 2: 310.00 PLF DRAG LOAD. 1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce- resisting 7 - - 6 - - 6 - - 6 - - 6 - - system and components and cladding criteria. Wind: 110 mph, h =35ft, TCDL= 6.0,BCDL =6.0, ASCE 7 -05, /- 12 8 Enclosed, Cat.2, Exp.B, MWFRS, 3.00 7 -/ interior zone, load duration factor =1.6 M -3x4 M-6x6(S) 6 PROVIDE SUPPORT .r 0.g5" .5 �GINFF co co � !r 'Q • M -4x6 M 5x12 °' ; 'OREGON c5 - ` - �, I ,, uulll ± �p 6 , ' ` O y 2 _ \ m \ \\ . ' _ t�4/ / q R • o CPS M - 18 M - 12 EXPIRES 12131/1 M -3x8 M- 5x6(S) M -5x6 y ; Provide Full Contin(ous Bearing y t , ,, y 7 05 -12 6-08-05 6 08 05 6-10-01 y y ;` V. C.4 2 -00 34 -00 2 -00 ,e 0 * WAS/0 4 , 0,, JOB NAME: THE KNOLL AT TIGARD - B1 FW Scale: 0.1796 y ''' . t"t WARNINGS: GENERAL NOTES, unless otherwise noted: of ` ? B1 G' ,, 1, Builder and erection contractor should be advised all General Notes 1. This truss design is adequate for the design parameters shown. Review , - Truss: B 1 � 6I and Warnings before construction commences. and approval is the responsibility of the building designer, not the ft 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. ,r, 3. Ali lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 177'78 DES. BY LA stability bracing corn 2' o.c. and at 10' o.c. respectively unless braced throughout their length by N g must be designed g W designer g of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 1, R4ttsIOVP' Z s. DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No toad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ►t�•. - S EQ.: 4546867 fasteners are complete and at no time should any loads greeter than 5. Design assumes trusses are to be used in a noncorrosive environment, f �- :' •V7�IM design loads be applied to any component. and are for "dry condition" of use. •r/4 Y TRAN D : 284629 5. CompuTrus has no control over and assumes no responsibility for the fi. Design assumes full bearing et all supports shown. Shim or wedge if necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. n A �.1 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center EXPIRES • 6/10/1.1 1.1 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINJTCA in BCSI copies of which will be furnished upon request. Digits indicate cndca with joint center lines. 9. Digits ndicatt p e size of plate te in inches. CompuTrus, Inc. Software 7.5.3F(1 L) -Z 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). s' IIIIIIII4II This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCM TC: 2x4 DF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2 =( -36) 33 2- 9 =( -2263) 2312 3-9.1 -534) 242 2x10 DF #2 T1 SPACED 24.0" 0.C. 2- 3 =( -3989) 3897 9 -10 =( -11) 40 3 -10 =( -1848) 1840 BC: 2x4 DF #1&BTR 3- 4 =( -2915) 2860 10 -11 =( -21) 69 10- 4 =( -1472) 1225 WEBS: 254 OF STAND; LOADING 4- 5 =( -2978) 2945 11 -12 =) -15) 51 4 -11 =( -2562) 2518 2x4 DF #18BTR A LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6 =( -3065) 3070 11- 5 =( -1977) 1763 DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -2943) 2981 5 -12 =( -2824) 2763 TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 45.0 PSF 7- 8 =( -45) 40 12- 6 =( -631) 347 BC LATERAL SUPPORT <= 12 "0C. UON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE OVERHANGS: 24.0' 24.0' LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C- 1.5x4.3 or equal at non - structural BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 0'- 0.0" -1062/ 1386V - 4900/ 4994H 336.00' 2.22 DF ( 825) vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 7'- 5.7' -102/ 666V -2248/ 2278H 336.00" 1.07 DF ( 625) 14'- 2.1' -697/ 1218V -1803/ 1611H 336.00° 1.95 DF ( 625) Unbalanced live loads have been 20'- 10.4' -243/ 752V -2235/ 2208H 336.00' 1.20 OF ( 625) considered for this design. 27'- 8.5' -2098/ 2570V -2110/ 2069H 336.00' 4.11 DF ( 625) Connector plate prefix designators: 34'- 0.0° -658/ 770V -3832/ 3875H 5.50' 1.15 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,820HS,1118HS,M16 = MiTek MT series MAX LL DEFL = 0.002' (L/9999) @ -2'- 0.0' L /120 = 0.200' MAX TL DEFL = 0.002° (L/9999) @ -2'- 0.0" L /90 = 0.267' MAX LL DEFL = 0.032° (L/ 738) @ 36'- 0.0' L/120 = 0.200' MAX TL DEFL = - 0.027' (L/ 892) @ 36'- 0.0' L/90 = 0.267" MAX HORIZ. LL DEFL = 0.106" @ 33'- 9.2° MAX HORIZ. TL DEFL = - 0.106' @ 33'- 9.2' ICOND. 2: 310.00 PLF DRAG LOAD. NOTE:Design assumes moisture content does • not exceed 19% at time of manufacture. Design conforms to main windforce- resisting 7 -07 -08 6 -10 -01 6 -08 -05 6 -08 -05 6 -01 -12 system and components and cladding criteria. T "f T .f T T Wind: 110 mph, h =35ft, TCDL= 6.O,BCDL =6,0, ASCE 7 - 05, 12 8 Enclosed, Cat.2, Exp.B, MFRS, 3.00 d 7 -/ interior zone, load duration factor =1.6 g M -3x4 _ M- 6x6(S) 6 PROVIDE SUPPORT ��OP O.a5" (4,>4 GIN F:P O r . cr , M -4x6 0 4 M -5x12 ii °' �; OREGON �k J l + + IF O ' ER 6 • ^ w Alli m 2 / �� f /lo M -gx4 18 M - 12 • EXPIRES 12131,1 M-3x8 M- 5x6(S) M -5x6 y 1, Provide Full Cjmntinuous Bearing L fY y y 7-05-12 6 08 05 6-08-05 6-10-01 y y .. C � 2 -00 34-00 2-00 , `� � 0* WASkj +c am O -: JOB NAME: THE KNOLL AT TIGARD - B1 GE � r ° z �" Scale: 0.1796 ")� y WARNINGS: GENERAL NOTES, unless otherwise noted: . i 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review '` T russ: BI GE and Warnings before construction commences. and approval is the responsibility of the building designer. not the x 1 ri r 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3. All lateral force resisting elements such as temporary andbermanent 2. Design assumes the top and bottom chords to be laterally braced at 7778 stability bracing must be designed by designer of complete structure. 2' o.c. and at 1 D' o.c. respectively unless braced throughout their length by �p �� • continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). I. Wify ICr DES. BY : LA DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + 4 No load should be applied to any component until after a8 bracing and 4. Installation of truss is the responsibility of the respective contractor. `• t ANAL SEQ.: 4546868 fasteners am complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, / I / /9 f: A AL design loads be applied to any component. and are for "dry condition" of use. J , , _ i TRANS ID: 284629 5. CompuTrus hes no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 8. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss. and placed so their center 1 EXPIRES 6/10/11 VIII IIIiI II II I III VIII li II VIII IIII IIII 7PIMlTCA in SCSI copies of which will be furnished upon request. D igit coincide with joint center lines. 9. Digits indicate size of plate te in inches. CompuTrus, Inc. Software 7.5.3F(1 L) -Z 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). IIIIIIIIIIIIIII This design prepared from computer input by II PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IRC 2006 MAX MEMBER FDRCES 4WR /DDF /Cq =1.25 TCM TC: 2x4 DF #18BTR; LOAD DURATION INCREASE = 1.15 1- 2 =( -115) 124 9.10 =( -311) 304 9- 2 =( -1558) 832 13- 6 =( -501) 139 2x10 OF #2 T1 SPACED 24.0'0.C. 2- 3 =( -1530) 35 10.11 =( -101) 1463 2 -10 =) 0) 1542 BC: 2x4 DF #18BTR 3- 4 =( -1706) 238 11.12 =( -113) 1581 10- 3 =( -490) 63 WEBS: 2x4 DF STAND; LOADING 4- 5 =( -1059) 277 12 -13 =( -113) 943 3 -11 =( -411) 476 2x4 DF #18BTR A LL( 25,0) +DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6 =( -195) 212 11- 4 =( -24) 239 DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -62) 262 4 -12 =( -746) 46 TC LATERAL SUPPORT <= 12 °OC. UON. TOTAL LOAD = 45.0 PSF 7- 8 =( -45) 40 12- 5 =( 0) 626 BC LATERAL SUPPORT <= 12'OC. UON. 5.13 =( -1267) 93 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE OVERHANGS: 72.0' 24.0' LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. BEARING MAX VEAT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -395/ 1573V -6/ 246H 5.50' 2.52 DF ( 625) considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 23'- 8.5" -165/ 1412V 0/ OH 5.50' 2.26 OF ( 625) 30'- 0.0° -162/ 357V -6/ 246H 5.50' 0.53 OF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.144° (L/ 499) @ -6'- 0.0' L/120 = 0.600' MAX TL DEFL = - 0.116' (L/ 619) @ -6'- 0.0° L /90 = 0.800' MAX LL DEFL = - 0.055° (L/5036) @ 10'- 5.2' L/240 = 1.154' MAX TL DEFL = - 0.097° (L/2855) @ 10'- 5.2' L/180 = 1.539' MAX LL DEFL = 0.032" (L/ 738) @ 32'- 0.0° L/120 = 0.200' MAX TL DEFL = - 0.027' (L/ 892) @ 32'- 0.0' L /90 = 0.267' MAX HORIZ. LL DEFL = 0.020' @ 23'- 8.5° MAX HORIZ. TL DEFL = 0.035' @ 23'- 8.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =35ft, TCDL= 6.0,BCOL =6.0, ASCE 7 -05, 3 - - 6 - - 6 - - 6 - - 6 - - Enclosed, Cat.2, Exp.B, MWFRS, ■ I .( ( ( interior zone, load duration factor =1.6 /- 12 8 3.00 '7 -v • g M -2x4 s M - 5x5(S) PROVIDE SUPPORT 'StC7‘.9 0.g5. ��`O GI N. ' co 01 M-3x4 c 4 c) '. . CD M -5x8 + A OREGON � ^�' M� M-3x5 �, e ..>. D�ER e- .6/ M -1.5x3 0.25 M -3x4 M -3x4 EXPIRES 12/31/1 M-4x5 M-5x5(S) :. * )° )' r r y 3-04 6-10-01 6 08.05 6-10-01 y y . .. -.4 6 - (PROVIDE FULL BEARING�_J_ts_ :9 13,71 30 - 2 - O F WASIj %, c JOB NAME: THE KNOLL AT TIGARD - B2 Sale: D -,796 r .'( y � ; II ,,., WARNINGS: GENERAL NOTES, unless otherwise noted: B2 �] 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review 41!.'.6 j,• Truss: 62 and Warnings before construction commences. and approval is a responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. nt �! ,, 2. Design assumes the top and bottom chords to be lateralty race braced at DES. BY ° LA 3. All lateral resisting elements such as temporary and permanent Y �_ 7778 stability lity bracing must be designed by designer of complete structure. 2' and at 10' s p unless braced throughout their length I�M,..Jw1aG4'' continntin uous sheathing such a g such as plywood sheathing(TC) end /or drywall(BC). ). /, DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibilty of the respective contractor. = k SEQ.: 4546869 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, �Hryr design loads be applied to any component. end are for "dry condition" of use. /!� / TRANS ID: 284629 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. P assumes adequate drainage is provided. 6/1 W ^, 1 1 6. This design is furnished subject to the limitations set forth by 8. Plates s shell be located ed on on bath h of f truss. and placed so their center EXPIRES IIIIII VIII VIII VIII VIII VIII VIII (III (III TPINYTCA in BCSI, copies of which wit be furnished upon request. Digits coincide wiz i joint center lines. g indicate 9. Digits oici size o t plate in inches. CompuTrus, Inc. Software 7.5.3F(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311. ESR -1988 (MiTek). • 1111111 • This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCM TC: 2x4 DF #18BTR; LOAD DURATION INCREASE = 1.15 1- 2 =( -115) 124 9- 10 =( -46) 48 9- 2 =( -1823) 1768 13- 6 =( -631) 347 2x10 DF #2 T1 SPACED 24.0 0.C. 2- 3 =( -2363) 2322 10- 11 =( -19) 53 2.10 =( -2922) 2978 BC: 2x4 DF #1 &BTR 3- 4 =( -2554) 2505 11.12 =( -23) 76 10- 3 =( -703) 450 WEBS: 2x4 DF STAND; LOADING 4- 5 =( -2862) 2831 12- 13 =( -16) 53 3 -11=( -1865) 1858 2x4 DF #18BTR A LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6 =( -3065) 3070 11- 4 =( -1680) 1429 GL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -2811) 2846 4 -12 =( -2822) 2783 TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 45.0 PSF 7- 8 =( -45) 40 12- 5 =( -2100) 1884 BC LATERAL SUPPORT <= 12'OC. UON. 5 -13 =( -2964) 2907 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE OVERHANGS: 72.0" 24.0' LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) C- 1.5x4.3 or equal at non - structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1732/ 1857V -70/ 72H 288.00' 2.97 OF ( 625) vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 3'- 4.0° -353/ 785V -2693/ 2744H 288.00' 1.26 OF ( 625) 10'- 2.1° -713/ 1237V -1862/ 1871H 288.00" 1.98 DF ( 625) Unbalanced live loads have been 16'- 10.4" -224/ 732V -2460/ 2436H 288.00" 1.17 DF ( 625) considered for this design. 23'- 8.5° -2193/ 2663V -2215/ 2176H 288.00° 4.26 DF ( 625) 30'- 0.0° -626/ 737V -3704/ 3745H 5.50° 1.10 DF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.144' (L/ 499) @ -6'- 0.0' L/120 = 0.600° MAX TL DEFL = - 0.116' (L/ 619) @ -6'- 0.0' L /90 = 0.800" MAX LL DEFL = 0.032' (L/ 738) @ 32'- 0.0' L/120 = 0.200" MAX TL DEFL = - 0.027' (L/ 892) @ 32'- 0.0' L /90 = 0.267" Web braces shown ( +) may be applied to either side of MAX HORIZ. LL DEFL = 0.110° @ 29'- 9.2' web at location shown. MAX HORIZ. TL DEFL = - 0.110' @ 29'- 9.2' ICOND. 2: 310.00 PLF DRAG LOAD. I NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce- resisting 3 -07 -08 6 -10 -01 6 -08 -05 6 -08 -05 6 -01 -12 system and components and cladding criteria. .f 1' '( T f Wind: 110 mph, h =35ft, TCOL= 6.0,BCDL =6.0, ASCE 7 -05, / - 12 8 Enclosed, Cat.2, Exp.B, MWFRS, 3.00 v 7 -/ interior zone, load duration factor =1.6 M -3x4 s M 6x6( /E PROVIDE SUPPORT \y 45kt O PROFESS /o GiNF o) M -4x6 c. 4 .± c. CGS M-5x12 +fi °' , ":).....,..7‘4,0, REGON ^ . `b 3 0 �/ M-4x8 ' t l. + + gER 6" . O v 1 cD cn 1 _� - .04/ /V R. CP 9 M -4 1 0.25" M 5x6 t3 • EXPIRES 12/31/1 ..r M -3x4 M- 5x6(S) M -5x6 _ i 1, Providejfull Continuous Bearing] . 3 -04 6 -10 -01 6 -08 -05 6 -10 -01 g• � � 1. "` . ,, y i L 6-00 30 00 2 00 � �F WASf(� -• , :, . JOB NAME: THE KNOLL AT TIGARD - B2 FW . ° Scale: 0.1796 y r,, % WARNINGS: GENERAL NOTES, unless otherwise noted: � � i1 * � f B2 FIN ll1 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review d� , T russ: B 2 1 and Wamings before construction commences. and approval is the responsibility of the building designer, not the r 2. 2x4 compression web bracing must be installed where shown +, buss designer or truss engineer. -- 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 17778 DES. BY: LA stabili bracin must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by y 9 9 9 mP continuous sheathing such as plywood sheathing(TC) and /or drywall(BC), � O. 9 DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ C /� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ... k l� S E Q .: 4546870 fasteners are complete and at no time should any > any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, ,r/4//0 J . design loads be applied to any component. Design are for s r full bearing g at use. an TRANS ID: 284629 5. CompuTrus has no control over and assumes no responsibifiy for the 6. Design assumes full bearing at a8 supports shown. Shim or wedge if (" fabrication, handling, shipment and installation of components, necessary. 9 by 7. Design assumes adequate o drainage is provided. t truss, a placed 1 EXPIRES 6110/14 6. This design Is furnis subject to the limitations set forth 8. Plates shall be bested on both faces of truss, end laced so their center II IIII VIII VIII VIII VIII II II VIII IIII IIII TPIANTCA in KS!. copies of which will be furnished upon request. lines coincide with joint center lines. 9. Dies o n c d size o t plate in inches. CompuTrus, Inc. Software 7.5.3F(1 L) -Z 10. lines i Fodor is connector p deign valu values see ESR -2529 (CompuTrus) III1IIIIIIII1 This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IRC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCM • TC: 2x4 DF 91 &BTR; LOAD DURATION INCREASE = 1.15 1- 2 =( -115) 124 9- 10=( -46) 48 9- 2 =( -1823) 1768 13- 6 =( -631) 347 2x10 DF 92 T1 SPACED 24.0" 0.C. 2- 3 =( -2363) 2322 10- 11 =( -19) 53 2-100(.2922) 2978 BC: 2x4 DF 918BTR 3- 4 =( -2554) 2505 11.12 =( -23) 76 10- 3 =1 -703) 450 WEBS: 2x4 DF STAND; LOADING 4- 5 =( -2862) 2831 12.13 =( -16) 53 3 -11 =( -1865) 1858 2x4 DF 91 &BTR A LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6 =( -3065) 3070 11- 4 =( -1680) 1429 DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -2811) 2846 4-12=(-2822) 2783 TC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 45.0 PSF 7- 8 =( -45) 40 12- 5 =( -2100) 1884 BC LATERAL SUPPORT <= 12 "OC. UON. 5 -13 =( -2964) 2907 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE OVERHANGS: 72.0" 24.0° LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C- 1.5x4.3 or equal at non - structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -1732/ 1857V -70/ 72H 288.00' 2.97 DF ( 625) vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 3'- 4.0" -353/ 785V -2693/ 27444 288.00' 1.26 DF ( 625) 10'- 2.1° -713/ 1237V -1862/ 1871H 288,00° 1.98 DF ( 625) Unbalanced live loads have been 16'- 10.4° -224/ 732V -2460/ 2436H 288.00" 1.17 DF ( 625) considered for this design. 23'- 8.5° -2193/ 2663V -2215/ 2176H 288.00" 4.26 DF ( 625) Connector plate prefix designators: 30'- 0.0° -626/ 737V -3704/ 3745H 5.50' 1.10 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.144" (L/ 499) @ -6'- 0.0' L/120 = 0.600' MAX TL DEFL = - 0.116' (L/ 619) @ -6'- 0.0° L /90 = 0.800' MAX LL DEFL = 0.032° (L/ 738) @ 32'- 0.0° L/120 = 0.200" MAX TL DEFL = - 0.027' (L/ 892) @ 32'- 0.0° L /90 = 0.267" MAX HORIZ. LL DEFL = 0.110' @ 29'- 9.2" MAX HORIZ, TL DEFL = - 0.110° @ 29'- 9.2° Web braces shown ( +) may 'COND. 2: 310.00 PLF DRAG LOAD. 1 be applied to either side of NOTE:Design assumes moisture content does web at location shown. not exceed 19% at time of manufacture. Design conforms to main windforce - resisting 3-07-08 6 10 01 6-08-05 6-08-05 6 01 12 system and components and cladding criteria. 1 ,r T 1 f ( Wind: 110 mph, h =35ft, TCOL= 6.0,BCDL =6.0, ASCE 7 -05, <- 12 8 Enclosed, Cat.2, Exp.B, MWFRS, 3.00 v 7 -/ interior zone, load duration factor =1.6 M -3x4 • . • ( ) 6 M-6x6(S) O PR0p S PROVIDE SUPPORT '. s s/ 01 M 4x6 4 + o N r� � 'r' M- 5x12 °' • ' O REGON ^°p M 4x8 3 J. � ' > '. . "r �, 2 �� •/ 1 ' ER'S' � 0 " 1 , L.._ f/41 /4 T R.CP S 9 M-4x10 1 b•25" M 5 x6 13 EXPIRES' 12/31/1 M -3x4 M- 5x6(S) M -5x6 Provide F1 Continuous Bearing _ y , 3 -04 6 -10 -01 6 -08 -05 6 -10 -01 , y _ R • C.� VP. 6-00 30 -00 2 -00 � WASy� 0 , JOB NAME: THE KNOLL AT TIGARD - B2 GE Scale: 0.1796 : ` C. y � ~� ° % r' WARNINGS: GENERAL NOTES, unless otherwise noted: / 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review . i {r Truss: B2 GE and Wamings before construction commences. and approval is the responsibility of the building designer, not the . 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 3. All lateral acing mu de resisting such temporary and permanent 17778 DES. BY: LA stability bracing must be designed igned by designer s of complete structure. ure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by I6�Vw,.J••riaS•' continuous sheathing such as plywood mired sheathing(TC) and/or drywall(BC). I. DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown •1 + 4, No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility 0 the respective contractor. fn�� SEQ.: 4546871 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a corrosive environment, f / 4 / 4 . . , design loads be applied to any component. and are for "dry condition" of use. TRANS ID: 284629 5. CompuTrus has no control over and assumes no responsibility for the 8. Design assumes full bearing at all supports shown. Shim or wedge if necessary, fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. /� 8. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and ptaced so their center i EXPIRES 6/10/1 1 IIIIII VIII VIII I III VIII 111111111111 TPIMITCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.5.3F(1 L) - 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 11111111111E This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 1.0' IRC 2006 MAX MEMBER FORCES 4WR/DDF /Cq =1.25 TCM . TC: 2x4 DF 818BTR; LOAD DURATION INCREASE = 1.15 1.2 =( -34) 33 2- 5 =( -85) 1079 3 -5=( 0) 329 2x10 DF 82 T1 SPACED 24.0' 0.C. 2-3=(-1194) 331 5- 6 =( -78) 1090 3 -6 =( -1158) 185 BC: 2x4 DF #18BTR 3 -4 =( -121) 128 6 -4 =( -193) 92 WEBS: 2x4 DF STAND LOADING LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0° -137/ 798V -103/ 125H 5.50' 1.28 DF ( 625) OVERHANGS: 24.0' 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 1.0' -53/ 625V -103/ 125H 5.50" 1.00 OF ( 625) REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. Connector plate prefix designators: MAX LL DEFL = 0.002' (L/9999) @ -2'- 0.0• L/120 = 0.200' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL DEFL - 0.002" (L/9999) @ -2'- 0.0• L /90 = 0.267' 11, M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX LL DEFL = - 0.030° (L/5266) @ 7'- 5.8' L/240 = 0.658' MAX TL DEFL = - 0.056" (L/2821) @ 7'- 5.8' L/180 = 0.878' . MAX HORIZ. LL DEFL = 0.010" @ 13'- 9.5' MAX HORIZ. TL DEFL = 0.018° @ 13'- 9.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce- resisting 7 - - 6 system and components and cladding criteria. 1' 1 I'Wind: 110 mph, h =30ft, TCOL= 6.0,BCDL =6.0, ASCE 7-05, 1P Enclosed, Cat.2, Exp.B, MWFRS, 3.001 M -1.5x3 interior zone, load duration factor =1.6 • /- 4 II M -5x10 • 0 0 + . .16 D PROF F S'6, • C"),/- 2 IA 4. cP 4. 'A O �Y ; C 0 1 I BM cD/- = 5 .7-5 6 • - OREGON ^ °D M -3x4 M -1.5x3 M -3x4 �� '� I n gRER 6• d ), y y f ¢ • 7 -05 -12 6 -07 -04 EXPIRES 12/3111 ), y 1 2 -00 14 -01 4 k1R. C4 ` O 0 WASii, JOB NAME: THE KNOLL AT TIGARD - C1 ® 0.), �` Scale: 0.4079 r . . y 1�. :+`1 - WARNINGS: GENERAL NOTES, unless otherwise noted: �.' t /x" .. (ft - 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review , Oft r T russ: Cl and Warnings before construction commences, and approval is the responsibility of the building designer, not the r 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 8 177' DES. BY : LA stability bracing o.c, and at 10' o.c. respectively unless braced throughout their length by bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). • �i.� • DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 20 Impact bridging or lateral bracing required where shown +, 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "' t S E Q . : 4546872 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, d'141/0 l: design loads be applied to any component. and are assumes condition" of use, TRANS I D : 284629 5. CompuTrus has no control over and assumes no responsibility for the 8. Design assumes full bearing at all supports shown. Shim or wedge if necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. c /� 6. This design is furnished subject to the limitations set forth by B. Plates shall be located on both faces of truss, and placed so their center EXPIRES 6/10 1 1 IiIIII VIII II II VIII VIII VIII VIII IIII IIII TPIANTCA in BCSI, copies of which will be furnished upon request lines coincide with joint center lines. 9. Dies indicate size of plate in inches. CompuTrus, Inc. Software 7.5.3F(1 L) -E 10. For basic connector plat deign values see ESR -2529 (CompuTrus) a IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 1.0' ICOND. 2: 310.00 PLF DRAG LOAD. ) TC: 2x4 DF k1 &BTR; LOAD DURATION INCREASE = 1.15 2x10 OF #2 T1 SPACED 24.0° 0.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. BC: 2x4 DF N1 &BTR LOADING WEBS: 2x4 DF STAND Design conforms to main windforce- resisting LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF Dl ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 45.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. CDL 30ft Wind: 110 mph, h = Cat.2, CDL- M CDL , TCDL= 6.O,B=6.0, ASCE 7-05, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL interior zone, load duration Sector =l.6 C- 1.5x4.3 or equal at non- structural REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 7 - - 6 - - f f 1' 12 3.00 M -1.5x4 a 1 M -5x12 10 o v CD v 1111 bIll • 2 0 1 1/ m 5 6 M -3x5 M -3x4 M -3x8 Provide Full Continuous Bearing y J' y 7 -05 -12 6-07-04 2 -00 14 -01 g. C.4 _ was ` '�' .. . . �� EO PROFFS („� � �oti JOB NAME: THE KNOLL AT TIGARD - C GE s ca l e: 0 51:��\� �ti�GI "�F ° �y ; C.0) ti ' 1 ' ; . ° Z r ie WARNINGS: GENERAL NOTES, unless otherwise noted: . , ,:',4. . . 'SI , .4';' � 1. Builder and erasion contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review 4 . _ and approval is the responsibility of the building designer. not the ' , , ll Truss: C G E a nd Warnings be fore co nstruction commences. truss designer or truss engineer. 2. 2x4 compression web bracing must be installed where shown +, 2. Design assumes the top and bottom chords to be laterally braced at OREGON GON m 1 . 7778 3. All lateral force resisang elements such as temporary and permanent � ^ A + � 2 o.c. and at 10 o.c. respectively unless braced throughout their length by - , DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). /: DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + O �j. 4. No load shoud be applied to any component until after an bracing and 4. Installation of truss is the responsibility of the respective contractor. 0� - y i� S1l `ION*- S EQ .: 4546873 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses ere to be used in a noncorrosive environment. / / / ^'. MVP► design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibili y for the and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 1 / 4 / R �+ C P Y ., ., TRANS ID: 284629 1 /Q necessary. fabrication, handling. shipment and installation of components. 7. Design assumes adequate drainage is provided. c / /� 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed no their center 1 EXPIRES 12/31/11 EX PIRES V / 1 W 1.1 1111111111111111111111111111 10. TPIANTCA in BCSI copies of which will be furnished upon request. D igit coincide with joint center fines. 9. lines indicate size of plate in inches. CompuTrus, Inc. Software 7.5.3F(1 L) -Z For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311, ESR -1988 (MiTek). IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIDNS TRUSS SPAN 16'- 6.0" IRC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCM - TC: 2x10 DF 02 LOAD DURATION INCREASE = 1.15 1.2 =) -24) 45 5.6 =( -158) 164 5 -2 =) -824) 377 7 -4 =( -253) 109 BC: 2x4 DF H16BTR SPACED 24.0' 0.C. 2.3 =( -994) 250 6.7 =( -106) 945 2.6 =( -163) 952 WEBS: 2x4 DF STAND 3.4 =( -130) 136 6.3 =( -61) 223 LOADING 3.7 =( -1042) 132 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 10.0) ON TOP CHORD = 35,0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0' 0.0" 0'- 0.0° -147/ 888V -57/ 139H 5.50" 1.42 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16'- 6.0' -64/ 749V -57/ 139H 5.50" 1.20 DF ( 625) Connector plate prefix designators: REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.002° (L/9999) @ •2'- 0.0' LI120 = 0.200' M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL DEFL = - 0.001" (L/9999) @ -2'- 0.0° L /90 = 0.267" AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = - 0.028' (L/6678) @ 8'- 4.0' L/240 = 0.779' MAX TL DEFL = - 0.049' (L/3816) @ 8'- 4.0° L/180 = 1.039° MAX HORIZ. LL DEFL = 0.006" @ 16'- 2.5" MAX HORIZ, TL DEFL = 0.010° @ 16'- 2.5° NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 8 - 8 - Design conforms to main windforce- resisting T ,r i' system and components and cladding criteria. 12 Wind: 110 mph, h =30ft, TCDL= 6.O,BCDL =6.0, ASCE 7-05, 2.00 v Enclosed, Cat.2, Exp.B, MWFRS, M-1 .5x3 interior zone, load duration factor =1.6 4 -/ M -3x4 ' 3 M -3x4 0 1 2 + o � REO PROPp o �° NC ? GiNj� X 0 2 co cm , e 1 o° • OREGON .�° x -s 7 (0),. ' J f- 5 M -1 .5x3 M -3x4 M -3x4 � Q ,O� g , O v ,( 141/4 TR..CPp'Q- y * y EXPIRES 12/31/1 8 -01 -04 8 -04 -12 * y y 200 lsos ::,,,c110 g. C.44,441,• 0 Os WA $/i/4 0 0 - t eA JOB NAME: THE KNOLL AT TIGARD - 01 Scale: 0.3564 •' if l I. t WARNINGS: GENERAL NOTES, unless otherwise noted / -` n • 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review -' ,' � l ,;. Truss: D1 and Warnings before construction commences. and approval is the responsibility of the building designer. not the 1 f t 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced el 17 DES. BY • LA stability orn 2' o,c. and at 10' o.c. respectively unless braced throughout their length by N bracin 9 must be designed 9 by designer 9 of complete structure. continuous sheathing such as ptywood sheathing(TC) and/or drywall(BC). 'lb L +1� lL* `� DATE • 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown * + 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor, ." • SEQ.: 4546874 fasteners are complete and at no time shou5 any loads greater than 5. Design assumes trusses are to be used in a non - corrosive environment, / 4 / / ^ Y •VNA�.. : w design loads be applied to any component. and are for "dry condition' of use. / .,.. TRANS ID: 284629 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if y necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6/10/11 8. This design is furnished subject to the limitations set forth by B. Plates shall be located on both faces of truss, and placed so their center EXPIRES IIIIII VIII II II VIII VIII II II VIII IIII IIII TPI VJTCA In SCSI, copies of which w ll be furnished upon request. Digits ca with joint center fines. 9. Di indicate size of plate ate in inches. CompuTrus, Inc. Software 7.5.3F(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). • IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.0° 1COND. 2: 310.00 PLF DRAG LOAD. 1 TC: 2x10 DF #2 LOAD DURATION INCREASE = 1.15 BC: 2x4 OF It18BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. WEBS: 2x4 DF STAND; LOADING 2x4 DF M1 &BTR A Design conforms to main windforce- resisting LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12 °0C. UON, TOTAL LOAD = 45.0 PSF Wind: 110 mph, h =3Oft, TCDL= 6.0,BCDL =6.0, ASCE 7 -05, BC LATERAL SUPPORT <= 12'OC. UON. Enclosed, Cat.2, Exp.B, MWFRS, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL interior zone, load duration factor =1.6 C- 1,5x4.3 or equal at non - structural REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET, vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 8 8 - T T 12 2.00 M -2x4 4 Web braces shown ( +) may be applied to either side of web at location shown. M - 3x8 =' IJ(2QP 3 -1-0 cKJuI _ - M -3x10 0 2 ,/, 1 o Lo :I r 5 6 7 M -3x10 M -3x8 M -1.5x4 Provide Full Continuous Bearing y J' y 8 -01 -04 8 -04 -12 J- y y 2-00 16-06 ��¢�p PROFFss lit. CAI ..f � � / ® O F WASyj K. r.,. JOB NAME: THE KNOLL AT TIGARD - D GE Scale: 0.4189 ; l '/� — y WARNINGS: GENERAL NOTES, unless otherwise noted: �(�'' '�' . - / ' 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review � OREGON 1 Truss: D GE and Warnings before construction commences. and approval is the responsibility of the building designer, not the �, ,fit �/ r r truss designer or truss engineer. �/ 2. 2x4 compression web bracing must be installed where shown +, I g A'E R 17778 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at G O � T DES. BY: LA stability bracing must be designed by designer of complete structure, 2' o.c. and at 111' o.c. respectively unless braced throughout their length by load J continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). T� � � I 4 y � � DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2z Impact bridging or lateral bracing required where shown + + I / I9 R C P •� 40N AL No ad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ! " i , � SEQ.: 4546875 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, - • r / 7/ / N .. ;i design loads be applied to any component. and are for "dry condition' of use. EXPIRES 12/31/1 TRANS ID: 284629 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. t1�.1 B. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss. and placed so their center 1 EXPIRES 6110 1 1 i IIIIII VIII VIII I III VIII II II VIII IIII IIII TPINVTCA in SCSI, copies of which will be furnished upon request. Digits coincide i with joint center he. 9. Die i s oini indicate size o t in inclines CompuTrus, Inc. Software 7.5.3F(1 L) - 10. For basic connector n pllo design gn alues see ESR -2529 (CompuTrus) I1IIIIIIIIIII! ° This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCM TC: 2x4 DF #1 &BTR; LOAD DURATION INCREASE = 1.15 1- 2 =( -23) 23 2- 7 =( -374) 4029 3- 7 =( 0) 302 10- 6 =( -200) 88 2x10 DF #2 T1 SPACED 24.0' O.C. 2- 3 =( -4188) 665 7- 8 =( -365) 4041 3- 8 =( -1066) 93 BC: 2x4 DF #1 &BTR 3- 4 =( -3096) 542 8- 9 =( -279) 2968 8- 4 =( 0) 421 WEBS: 2x4 DF STAND LOADING 4- 5 =( -1719) 372 9 -10=( -146) 1609 4- 9 =( -1437) 184 LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6 =( -131) 139 9- 5 =( 0) 747 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5.10 =( -1893) 277 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0' 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. 0'• 0.0' -189/ 1415V -122/ 146H 5.50' 2.26 DF ( 625) Connector plate prefix designators: 28'- 0.0" -113/ 1252V -122/ 146H 5.50' 2.00 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX LL DEFL = 0.002' (1/9999) @ -2'- 0.0' Ll120 = 0.200' MAX TL DEFL = 0.002' (L/9999) @ -2'- 0.0' L /90 = 0.267' MAX LL DEFL = - 0.226° (L/1430) @ 7'- 5.8' L/240 = 1.354' MAX TL DEFL = - 0.408° (L/ 796) @ 7'- 5.8' L/180 = 1.806' MAX HORIZ. LL DEFL = 0.061' @ 27'- 8.5' MAX HORIZ. TL DEFL = 0.110' @ 27'- 8.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =30ft, TCDL= 6.0,8CDL =6.0, ASCE 7 - 05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.6 7 -07 -08 6 -10 -01 6 -08 -05 6 -10 -01 T f 1 'f 1' 12 2.00 v M -1.5x3 M- 5x5(S) 6 0.2 §" M -3x5 m 4 0 T M•5x10 + o 3 to 1 � T1 CD _� _ - m mm M -3x8 M -1.5x3 B 0.25" M -3x5 M -3x6 10 M- 5x8(S) . • L 6 7 -05 -12 6 -08 -05 6 -08 -05 7 -01 -09 y y , -- c fi t. Cog 2-00 28-00 �� PROF E SS �� of WAS O C. �g Fi JOB NAME: THE KNOLL AT TIGARD - El Sale, 0.2,22 �`. 4:- 1h1 ' f. r,...,,, ° z r ' ' • WARNINGS: GENERAL NOTES, unless otherwise noted: .: • � 4/ /� 1. Builder end erection contactor should be advised of an General Notes 1. This truss design is adequate for the design parameters shown. Review IV ' p;. Truss: E 1 and Warnings before construction commences. and approval is the responsibility of the building designer, not the ,./ i 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. OREGON . � 2. Design assumes the top and bottom chords to be laterally braced at 0 3 •J 17778 3. All lateral force resisting elements such as temporary and permanent J` DES. BY : LA stability bracing ust be designed designer of complete structure. 2 ' 0,c, and at 10' O.C. respectively unless braced throughout their length by .� � � 9 g by 9 P continuous sheathing such as plywood sheath h ere s antl /or drywall(BC). RE R 6 • I: DATE • 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + Off, • 4S 4. No load should be applied to any component until after all bracing and 4. Installation of truss is Inc responsibility of the respective contractor. r P� �� _ S EQ.: 4546876 fasteners are complete end at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, r / Y design loads be applied to any component. and are for "dry condition" of use. ‘/4//0 �' , • ,. `t 'r' TRANS ID : 284629 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. EXPIRES 12/31/1 / I fabrication. handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center -- - L EXPIRES 6/10/11. _1 IIIIII VIII II II VIII VIII VIII VIII IIII IIII TPI VJTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. i 9. Digits indicate size of plate te in inches. CompuTrus, Inc. Software 7.5.3F(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311, ESR -1988 (MiTek). IIIIIIIIIIII11 This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0' ICONO. 2: 310.00 PLF DRAG LOAD. 1 TC: 2x4 DF #1 &BTR; LOAD DURATION INCREASE = 1.15 2x10 DF #2 T1 SPACED 24.0' 0.C, NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. BC: 2x4 DF #18BTR LOADING WEBS: 2x4 DF STAND LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF Design conforms to main windforce- resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 45.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. 1 Wind: 10 mph Enclosed, 30yt, h =30ft , CDL, TCDL= 6.O, MWFRS, ASCE 7 -05, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Enclosed zone, load duration factor =l.6 C- 1.5x4.3 or equal at non - structural REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. vertical members (uon), BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series • Web braces shown ( +) may be applied to either side of web at location shown. 7 - 07 - 08 6 - 10 - 01 6 - 08 - 05 6 - 10 - 01 12 2.00 v M -1.5x4 M- 5x6(S) 0 .2" M -3x8 m 4 + 0 111116" 7 M -5x12 0 3 + 0 2 c1 7 8 0.25" 9 10 M -3x6 M -3x4 M -3x8 M- 5x6(S) M -3x8 y y Provide Full Continuous Bearing y y 7 -05 -12 6 -08 -05 6 -08 -05 7 -01 -09 2 -00 28 -00 ,• *41 , • Ep PROF '_ OF WAS/� , JOB NAME: THE KNOLL AT TIGARD - El FW Scale: 0.296 � 4„ ‹e:4r, , � �G1NF F� sO "� h� . .., ° ir' : WARNINGS: GENERAL NOTES, unless otherwise noted: .! s ••77i Wider lder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review / /� _ Truss: E 1 I C W and Warnings before construe/, commences. and approval is the responsibility of the building designer, not the •(- {/�� r !1 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. I -n 2. Design assumes the top and bottom chords to be laterally braced at 0 OREGON ^ . q f 17778 3, All lateral force resisting elements such as temporary and permanent �J •••••I 't' DES. BY • LA stability bracing must be designed by designer of complete structure. 2 ' o.c, and at 10' o.c. respectively unless braced throughout their length by A. continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). l' N ,� �. � ��' DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ �(�E R Q - 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. Q A li SEQ.: 4546877 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non - corrosive environment, )"�, .., l / J / design loads be applied to any component. 5. CompuTrus has no control over end assumes no responsibiGN for the and are for "dry condition" of use. R" C P .1 / / Y , i7 8. Design assumes full bearing at all supports shown. Shim or wedge if l necessary. / 4 ,4 1 / fabrication, handling, shipment and installation of components, 7. Design assumes adequate drainage is provided. 8. This design is furnished subject to the limitations set forth by 8. Plates shell be located on both faces of truss, and placed so their center EXPIRES 12/31/11 I EXPIRES 611011 TRANS ID: 284629 tI ll// VIII II II I III VIII VIII VIII IIII IIII TPVWiCA in BCSI, espies of which will be furnished upon request. lines coincide with joint center he. 9. Dies o n c d size o plate in inches. CompuTrus, Inc. Software 7.5.3F(1 L) - 10. lines i For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). IIIIIIIIIIIIII) • Y This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 0.0° IRC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCM - TC: 2x4 DF #18BTR; LOAD DURATION INCREASE = 1.15 1- 2 =( -71) 125 7- 8 =( -201) 158 7- 2 =( -1543) 728 10- 5 =( 0) 550 2x10 OF #2 T1 SPACED 24.0' 0.C. 2- 3 =( -2049) 14 8- 9 =( 0) 2002 2- 8 =( 0) 2004 5 -11 =( -1579) 134 BC: 2x4 DF #18BTR 3- 4 =( -2299) 174 9.10 =( -125) 2209 8- 3 =( -489) 59 11- 6 =( -199) 88 WEBS: 2x4 DF STAND LOADING 4- 5 =( -1432) 241 10.11 =( -96) 1341 3- 9 =( -466) 658 LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6 =( -131) 139 9- 4 =( -19) 229 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 4 -10 =( -914) 37 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 72.0' 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. 0'- 0.0' -356/ 1556V 0/ 146H 5.50' 2.49 DF ( 625) Connector plate prefix designators: 24'- 0.0' -80/ 1087V 0/ 146H 5.50' 1.74 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 8,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = 0.136' (L/ 523) @ -6'• 0.0' L /120 = 0.600' MAX TL DEFL = - 0.119" (L/ 606) @ -6'• 0.0' L/90 = 0.800' MAX LL DEFL = - 0.093' (L/2978) @ 10'- 5.3' L/240 = 1.154° MAX TL DEFL = - 0.168' (L /1648) @ 10'- 5.3' L/180 = 1 MAX HORIZ. LL DEFL = 0.027" @ 23'• 8.5" MAX HORIZ. TL DEFL = 0.048' @ 23' 8.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =30ft, TCDL= 6.0,BCDL =6.0, ASCE 7 - 05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.6 3 -07 -08 6 -10 -01 6 -08 -05 6 -10 -01 f f T f 1' 2.00 =- 12 M -1.5x3 M- 5x5(S) 6 -/ 0.2 §" 21 M -3x4 4 CD M -6x8 + Cr) M -3x10 u1 2 cs TA 7 8 9 - 10 '=11 " M -1.5x3 0'25" M -3x4 M -3x5 MHS -5x14 M- 5x5(S) 3 -04 6 -10 -01 6 -08 -05 7 -01 -09 y y y ,. g. 4:74 .rt 6 -00 24 -00 PR ` JOB NAME: THE KNOLL AT TIGARD - E2 Scale: 0.2722 � <0 4, �� j _on y� ' �='. o Z l y WARNINGS: GENERAL NOTES, unless otherwise noted: j �/r/1 , I 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review - G'( �� t Truss: E2 and Wamings before construction commences. and approval is the responsibility of the building designer, not the , ^� It 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. QREtriJN 2. Design assumes the top and bottom chords to be laterally braced at . 0 CS .,/ 177'78 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' N DES. BY: LA stability bracing must be designed by designer of complete structure. o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywalt(BC). 0 f�E R c ' �• n 17 i z DATE : 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ Q 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. '° ty a ,;,:, S EQ.: 4546878 fasteners are complete and no lime should any loads greeter than 5. Design assumes busses are to be used in a non-corrosive ve envi onment. J I / ^ l�fv+ design loads be applied to any component. and are for "dry condition" of use. "/ / / Q R , C / 0 k �, ; TRANS I D : 284629 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if J necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. EXPIRES RES 121 J� �� c / 0/11 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center -. EXPIRES 6 IIIIII VIII II II I III VIII I[ II VIII II IIII TPINVECA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. i 9. Digits indicate size of plate te in inches. CompuTrus, Inc. Software 7.5.3F(1 L) - 10. For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311, ESR -1988 (MiTek). ., .! 4 IIIEIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 0.0' TC: 2x4 DF 01 &BTR; LOAD DURATION INCREASE = 1.15 2x10 DF 02 T1 SPACED 24.0' 0.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. BC: 2x4 DF 01 &BTR LOADING WEBS: 2x4 OF STAND Design conforms to main windforce- resisting LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 45.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL CDL 30ft Wind: 1 Enclosed, 3Oft10 mph, h = , CDL, T= 6.O,B MWFRS, ASCE 7 -05, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Enclosed zone, load duration factor=1.6 C- 1.5x4.3 or equal at non - structural REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M1BHS,M16 = MiTek MT series Web braces shown ( +) may be applied to either side of web at location shown. 3 -07 -08 6 -10 -01 6 -08 -05 6 -10 -01 T ,( ( ,( ( 12 2.00 M -1.5x4 v M- 5x6(S) 6 x 0.2 %" M -3x8 ' M -5x10 3 _ M3x8 + LCI 1 _ ‚ 7 8 0.25" 9 10 11 M -3x12 M -3x8 M -1.5x3 M- 5x6(S) M -3x8 Provide Full Continuous Bearing 1- 1" )' )- y 3 -04 6 -10 -01 6 -08 -05 7 -01 -09 6 -00 24 -00 :` . 9 0 PROF . 'rc OF WAS/0 ® ,. JOB NAME: THE KNOLL AT TIGARD - E2 FW Scale: 0.2961 co � � GIN �F 'A s/ y ' ° �' � '�' =; WARMNGS: GENERAL NOTES, unless otherwise noted: ,! 1. Bulkier and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review �`-° dt ,a ; . and Warnings before construction commences. and approval is the responsibility of the building designer, not the � r 1 s; - • Truss: E 2 FW 2. 2x4 compression web bracing must be installed where shown +. buss designer or truss engineer. OREGON ^ 2. Design assumes the top and bottom chords to be laterally braced at - ~ 1 77 7$ 3. All lateral force resisting elements such as temporary and permanent o.c. and at 10' o.c. respectively unless braced throughout their length by OJ .f. / r DES. BY: LA stability bracing must be designed by designer of complete structure. 2' continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). 4" OgE R 6, V � DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ Q. 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. T / •• k Ln w, a ., S EQ.: 4546879 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, r R. ^ ^ P f l / '. /9 1: 1 O N AY • design loads be applied to any component. 5. and are for "dry condition" of use. f l 4/ / V r - � 1 TRANS ID: 284629 CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if 0 necessary. fabrication, handling, shipment / 31!/ I E XPIRES g, subject installation 7. Pt assumesca onehinaeisssa. 1 EXPIRES 12/11 1 L n 6. This design is furnished subjecct to the limitations set t forth components. forth by 8, plalates s shall be located ed on both faces of f truss, and placed so their center 6/1 W / .1 1 1 IIIIII VIII VIII I III VIII II II VIII IIII IIII TPI WTCA in SCSI, copies of which v411 be furnished upon request. Digits coincide with joint center lines. 9. Die indicate s oici size of plate to inches. CompuTrus, Inc. Software 7.5.3F(1 L) -Z 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). •. IIIIIIIIIllhIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCM TC: 2x4 OF #18BTR; LOAD DURATION INCREASE = 1.15 1- 2 =( -23) 23 2- 7 =( -2749) 2906 3- 7 =( -1094) 231 11- 6 =( -239) 125 2x10 DF #2 T1 SPACED 24.0" 0.C. 2- 3 =( -4354) 4499 7- 8 =( -154) 14 3- 9 =( -2130) 3121 BC: 2x4 DF #18BTR 3- 4 =( -3648) 2726 8- 9 =( -3430) 3008 9- 4 =) -797) 650 WEBS: 2x4 DF STAND LOADING 4- 5 =( -2559) 1683 9 -10 =( -1696) 2621 4 -10 =( -2039) 1870 ' LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6 =( -1121) 1119 10 -11 =( -1387) 1472 10- 5 =( -597) 997 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5 -11 =( -2229) 1179 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HDRZ BRG REQUIRED BRG AREA OVERHANGS: 24.0' 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. 0'- 0.0' -925/ 1193V -5612/ 5478H 143.50' 1.91 DF ( 625) C- 1.5x4.3 or equal at non-structural 7'- 5.8' -124/ 1170V -2729/ 28238 143.50" 1.87 DF ( 625) vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11'- 11.5' -7/ 211V -3009/ 3431H 143.50" 0.34 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 28'- 0.0' -684/ 1464V -3283/ 2426H 5.50' 2.34 DF ( 625) Unbalanced live loads have been considered for this design. MAX LL DEFL = 0.002" (L/9999) @ -2'- 0.0" L/120 = 0.200' Connector plate prefix designators: MAX TL DEFL = 0.002° (L/9999) @ -2'- 0.0' L/90 = 0.267' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL • 0.050" (L/3739) @ 14'- 5.3' L/240 = 0.779' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL DEFL = - 0.086° (L/2174) @ 14'- 5.3' L/180 = 1.039' • MAX HORIZ. LL DEFL = 0.036' @ 27' 8.5" MAX HORIZ. TL DEFL = 0.044" @ 27'- 8.5" Web braces shown ( +) may ICOND. 2: 310.00 PLF DRAG LOAD. be applied to either side of NOTE:Design assumes moisture content does web at location shown. not exceed 19% at time of manufacture. Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =30ft, TCDL= 6.0,BCDL =6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 7 -07 -08 6-10-01 6 08-05 6-10-01 interior zone, load dura f actor =1. T f T T 1 2 M -1.5x4 2.00 v M-5x5(S) 6 o .205 tie: PROF44S M -4X4 IS s- s� q o 4 M -6x16 o •` e�� • .. 111 � � OREGON k!? 0 2 n �� -4 1 ' i ON 0 • w M 3x8 ,.a�.N 3 x5 .....�,.W�.�.8 9 0.25" M 3x6 M 3x6 a ll l R• C _ fl4 to Provide Full Continuous Bearing M - 6x16(S) EXPIRES ' 12/3111 7 -05 -12 4 -05 -12 2 -02 -09 6 -08 -05 7 -01 -09 y y 28 00 6 It. C� * 4` F WASiij • JOB NAME: THE KNOLL AT TIGARD - E GE Scale: 0.2472 r 2 00 h ', S " r°' r WARNINGS: GENERAL NOTES, unless otherwise noted: • "+i r G 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: E GE and Warnings before construction commences. and approval is the responsibility of the building designer, not the q 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer 3. All lateral force resisting elements such as temporary 804 permanent 2. Design assumes the top and bottom chords to be laterally braced at - A 17778 DES. BY: LA stabili bracin must be designed designer of complete structure. 2' o.c. and at 10' o,c, respectively unless braced throughout their length by�p, ty e 9 by 9 P continuous sheathing such as plywood sheathing(TC) and/or d leg BC). • I: p DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + - I\ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ''.' S EQ.: 4546880 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, / 4 1 / Q :' design loads be applied to any component. and are for "dry condition" of use. / l TRANS ID: 284629 5. CompuTrus has no control over and assumes no responsibility for the 8. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handlin shi ment and installation of components. necessary. 0• P Po 8. Pt assumes adequate drainage is provided. a. 6/1 0/ rt/ 11 8. This design is furnished subject to the limitations set forth by 8. Plala s shall be located eted o on both faces es of f truss, and placed so their center EXPIRES f III II IIIII II II I III Iffll flllf fllll Ilfl IIII TPI VJlCA in BCSI, copies of which will be furnished upon request. Digits coincide with joint center lines. 9. Digit indiccate size of plate te in inches. CompuTrus, Inc. Software 7.5.3F(1 L) -Z 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 11111111111 • This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 5.5° IRC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCM ' TC: 2x4 DF #18BTR; LOAD DURATION INCREASE = 1.15 1 -2 =( -23) 23 2 -5 =( -104) 1065 3.5 =( 0) 296 2x10 DF 02 T1 SPACED 24.0° 0.C. 2.3 =( -1143) 265 5.6 =( -96) 1078 3.6 =( -1144) 168 BC: 2x4 DF #16BTR 3.4 =( -71) 76 6.4 =( -153) 84 WEBS: 2x4 DF STAND LOADING LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12 °OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -134/ 727V -70/ 73H 5.50' 1.16 DF ( 625) OVERHANGS: 24.0' 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 5.5' -44/ 552V -70/ 73H 5.50' 0.88 DF ( 625) REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. Connector plate prefix designators: @ -2'- 0.0' LI120 = 0.200' 999) MAX LL DEFL = 0.002' (L/9 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL DEFL = 0.002° L/9 999 ) @ - 0.0' L /90 = 0.267' M,N2OHS,M18HS,1116 =MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY, MAX LL DEFL = - 0.029' (L/4775) @ 7'- 5.8" L/240 = 0.577' MAX TL DEFL = - 0.054" (L/2564) @ 7'- 5.8' L /180 = 0.769' MAX HORIZ. LL DEFL = 0.009" @ 12'- 2.0' • MAX HORIZ. TL DEFL = 0.016° @ 12'- 2.0° NOTE:Design assumes moisture content does not exceed 19°o at time of manufacture. Design conforms to main windforce- resisting system and components and cladding criteria. 7 - - 4 - Wind: 110 mph, h =30ft, TCOL= 6.0,BCDL =6.0, ASCE 7 -05, F 'i '( Enclosed, Cat.2, Exp.B, MWFRS, 12 interior zone, load duration factor =1.6 2.00 M -1.5x3 4 -/ 1 M -5x10 m o o o � ¢�O PROFF N c:,,,- T1 N � �\�� GIfJF s/ � ..- 1 Co Z Of -.magi! 5 0=- 6 -3x4 M -1 .5x3 M -3x4 • ' ' ' , OREGON F5 ,Z° I ' - ° RER O� 6 ' ' y y .r./4/10 T R. CP 7 -05 -12 4 -11 -12 y > y • EXPIRES 12/31/1 2 -00 12 -05 -08 g. C.41 `,rsr 0 WAS14 U .Y cd -iz JOB NAME: THE KNOLL AT TIGARD - F1 Scale: 0.4479 ' y � 1 ' ` % • WARNINGS: GENERAL NOTES, unless otherwise noted: _ 1. Bulkier and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review OR' r , Truss: F1 and Wamings before construction commences. and approval is the responsibility of the building designer, not the " r t %;;4: truss designer or truss engineer. 2. 2x4 compression web bracing must be installed where shown +. 2, Design assumes the top and bottom chords to be lateraly braced at .,• 177]8 3. All lateral force resisting elements such as temporary and permanent DES. BY: LA stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c, respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or tlrywell(BC). � A � ? * DATE • 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown* , A 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ln.. SEQ.: 4546881 fasteners are complete and at no time shou any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, � I / /9 i: ION � design loads be applied fo any component. and are for "dry condition" of use. ; ,-, .. , TRANS ID: 284629 5. CompuTrus has no control over end assumes no responsibility for the 8. Decessasign assumes full bearing at all supports shown. Shim or wedge if nery. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. /� � 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center EXPIRES 6/10/1.1 1.1 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI WiCA in SCSI, copies of which will be furnished upon request. Digits coincide with joint center he. 9. Die indicate o dcdt size of plate te in inches. CompuTrus, Inc. Software 7.5.3F(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311, ESR -1988 (MiTek). IIIIII3 This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 5.5° ICOND. 2: 310.00 PLF DRAG LOAD. 1 ' TC: 2x4 DF #16BTR; LOAD DURATION INCREASE = 1.15 SPACED 24.0' O.C. NOTE:Design assumes moisture content does 2x10 DF #2 T1 not exceed 19% at time of manufacture. BC: 2x4 DF #16BTR LOADING WEBS: 2x4 DF STAND LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF Design conforms to main windforce- resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 45,0 PSF BC LATERAL SUPPORT <= 12'0C. UON. CDL CDL 30ft Wind: 110 Enclosed , mph, h = Cat.2, CDL, T= 6.O, MFRS, ASCE 7 -05, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Enclosed zone, load duration Sector =l.6 C- 1.5x4.3 or equal at non - structural REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. vertical members (uon). BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M1BHS,M16 = MiTek MT series 7 - 4 - T T 12 2.00 M-1 .5x3 Web braces shown ( +) may be applied to either side of 4 web at location shown. II M -5x12 1 11 1.3 -"liillillIll o 0 0 �� 2 0 1 0 0 // / / //// / f//// J////AP W////// / // / / /H/Y / / ///// Afar /Y / / / / / /.' Y / /Y/ /O1/// /// /IIII / / / / /// 5 6 M -3x4 M -3x4 M -3x6 Provide Full Continuous Bearing > y /- 7 -05 -12 4 -11 -12 y ), y 2 -00 12 -05 -08 `es„. 1. WAS ' ', ` .0 ,op PROFESS ® ��- ~c • JOB NAME: THE KNOLL AT TIGARD - F GE c�� G>NFc� 'o ;° AT ; o Z r , t Scale: 0.5742 X 44 !V 4 y •• WARNINGS: GENERAL NOTES, unless otherwise noted: .. G f 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review '41 j)� 1 /! ,, and Warnings before construction commences. and approval is the responsibility of the building designer, not the w " ,r, . tt) r - ` Truss: F GE 2. 2x4 compression web bracing must be installed where shown 0. buss designer or truss engineer. 3. An lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at OREGON ^ � ` 1 � ' and at 1 D' o.c. respectively unless braced throughout their length by continuous sheathing uch as A �S lT.�` DES. BY : LA stability bracing must be designed by designer of complete structure. 2 o.c. g plywood sheathing(TC) TC) and/or d T 44 DATE • 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + rywall(BC). I where R 6 V -, �u 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibinty of the respective contractor. 0 O ff^ y X SEQ.: 4546882 fasteners are comp and at no time should any loads greater than 5. Design assumes trusses are to be used in a nonorrosive environment. /- A . Y / ^ • VPI/W 1 - TRANS ID: 284629 ° design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the end a c re for "dry condition' of use. T R. C P�'' '/ + / i h 8. Design assum full bearing at all supports shown. Shim or wedge if // A / 10 necessary. J 7 fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss. and placed so their center EXPIRES 12/31/1 1 EXPIRES 6110111 IIIIII VIII VIII VIII IIII II II VIII IIII IIII TPINJfCA in SCSI copies of which will be furnished upon request. lines coincide with joint center lines 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.5.3F(1 L) -Z 10. Fodor basic connector plat deign values see ESR -2529 (CompuTrus) era WC I fa ea I ea I ea I lea I ea . . . s a. a �r y 0 t - s�hTC 0 OW - 7 fYe_, G (25-5 4 4 � � - . �-- 1 1'o f rl *-----.. ` rt 4 Y. 4 , J 4 • e 4 — • _ c N111I - a a 3 - \ 9 Qe 1 7/ 4 as sr a 1 lip t .� / ''f a 3 4 si 4 a CA a \ t L ....,,,N q i e' . 4 pi .s Q,., } 'r 4 IS J ill S S \ \ 4 r -1 — ` ` r 4n 4 z y y T13 , 1 1 1 1 i12 -I—I I.--I 1 1 1 1 7ffa lea 1 ea I ea 12 I 15-2 1.5* I !a era © Copyright CompuTrus Inc.: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS :HIED FRAMING 05/22/10 TRUSS CALCULATIONS AND ENGINEERED E REVISION DRAWINGS FOR ALL FURTHER IOLL BLDG 2 INFORMATION. BUILDING DESIGNER /ENGINEER OF RECORD DRAWN BY: REVISION - RESPONSIBLE FOR ALL NON -TRUSS TO TRUSS CONNECTIONS. BUILDING CHECKED BY: DESIGNER /ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL CATION: SCALE: REVISION - DESIGNS PRIOR TO CONSTRUCTION. 0.08" - 1' signs are property of - Pacific Lumber and Truss. All designs are null and void if not fabricated by - Pacific Lumber and Truss. CompuTr-us. Inc. Custom Software Engineering Manufacturing WARNINGS: 1. Bu lider and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown+. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' and 10' o.c respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC) and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown + +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for 'dry condition" of use. 6. Design assumes full bearing at ail supports shown. Shim or wedge if necessary. 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 see ESR -2529 ( CompuTrus) and/or ESR - 1311, ESR- 1988(MiTek). C,4 0 `�► aF WAS 'i i gip PRO4 y Z �� G1N� • ' ' 7778 �,TOREGONc6 ' ' '.a ' O'gER6, Qv bNAL TT . C P�Q- • [ EXPIRES 6/10/11 j 1 EXPIRES 12/31/11 1 r . CompuTr us. inc. 1 illp.,:: 114 / ; ;', / w �a ' i , ; Custom Software Engineering Manufacturing --ax , ,, . ;, rp. c ., ._ w7. :.; A .;4Z `.4 , - -." Gable end trusses that have been designed to support vertical and/or seismic loads sometimes require that • their top chords be notched for outlookers. These types of trusses have come under increased scrutiny by the building departments and their field inspectors. The top chord is a critical component in the truss and considerations must be made during the design process to prevent repairs later. Several options are listed below. Option I: For 2x4 Outlookers • For 2x4 Outlookers. • Requires 2x4 blocking between outlookers. Do not cut into nto heel pl ate Option II: For 4x2 Outlookers • For 4x2 outlookers. • Notches must be cut with care. tvt- .5x3 @ 36" No blocking required. • • Same cutting as for common. ` Do not cut i nto • Shim let -ins at each end for full bearing. / h eel p g• Option III: For 4x2 Outlookers • Span < 24' -0" • For 4x2 outlookers. • 4x2 blocking between outlookers required. 1111111111 ' I Option IV: For 4x2 Outlookers with full • 4x2 notches must be cut with care. continuous bearing, studs at 16" o.c., and • No extra measures sheathing material attached to one face. C �t 1Ep PRpF F S,� 'S� O F WA �P� ' 0 � � G►NE-S , O r O �� % d. ibbilliiIi._ c+ , o,'� O +4 R 17778 C rr R. C12% , 40,` IOAIAL, IBC 2006 / CBBC 2007 EXPIRE 12 11 ( EXPIRES 6110/1 1 FOR GABLE ENOS UNDER 6'-6' IN HEIGHT GABLE END TRUSS MAY RESIST UP TO 180 LF DRAG LOAD, CompuTrus. Inc . MINIMUM GABLE STUD GRADE - 2x4 STANDARD GRADE HEM FIR PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN CUSTOM Software Engineering Manufacturing ACCORDANCE WITH IBC TABLE 2308.4.8. 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. • GABLE END M -2.8x4 Ott 1 li (2) I 2x4 BRACE AT 1 OR AT 14-1x3 Y3 Typical W 8'-0 CENTERUNE. ATTACH WITH led NAILS SHOWN IN (). > • (2) ) 2x4 STUDS " STRUCTURAL TRUSS M -2.5x4 16' MAX PLATE (2) 1 ill _ IN-2.5x4 (Sol) I Ik?,, - • 11 CENTER VERTICALS AS REQUIRED �,p 44' 1 PRop BY VENT SIZE OR VERTICALS VARY KER 5 � 'P O VARY � aGiNS� BRACING FOR GABLE END i" , ! / CUTOUT FOR 4)Q sr 01 OUTLOOKER OR N ^ ap CUTOUT FOR 4x2 OUTLOOKE °r . .,, 1 ' O OV 6 gy R. CPS EXPIRES 12131/1 ri i .. , S. CA ..: 4 4 , L WAS41 1x4 ADD-ON. ATTACH OVER STUD r � "+ Y C � O OFF STUD WITH Ed NAILS AT W c.c. FILE NO: GABLE ENO DRAG n„,, a '` t"' 44 OUTLOOKER DETAILS , DATE: 07/23/08 , ' ` REF: 25-15 DES: SC • q R41777_8_�p 18C 2006 / CBC 2007 `�"� I EXPIRES 6/10/11 1 H • N FOR GABLE ENDS OVER V-Ir IN HEIGHT •• MINIMUM GABLE STUD GRADE 23,4 COmpuTrus. Inc. CONSTRUCTION GRADE HEM-FIR , V.. C Custom Software Engineering Manufacturing `0 OE WAS1j,. 4P s Cn y l 6-0 as MAX M-2.5x4 tZ / � ; % � Y-0• \ s- 2,14 OUTLOOKER . 4f 17�+lsT0 _ ! I ! M-1x3 TyPiW • II I I EXPIRES 611 all 1 _ ! i , _ _ L. � I J 2x4 BRACES. BRACED b AT 0 -0' MAXIMUM tO 2x4 STUD " % . , /,4 4 1, , N M -2.5x4 18' - MAX of 2x4 CONTINUOUS Ma.sxa � E PPROFF BACKING GABLE END TRUSS MAY RESIST UP TO 180 LF DRAG LOAD, PROVIDED •��li '902.,. ATTACHED WITH 186 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 C2 v \GINE PLF IS ATTACHED WITH IBC AB 306.4.5. U000O MUST BE ATTACHED IN � � 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO , '.: SUPPORTING BEARING WALL NO) .4 SHEATHING TO 2x4 BLOCKS IMTH 3166 NAILS ' .), GABLE STUD v.0 o O8 E R 6' � GABLE ENO - -- EACH END 8 6 NNLS AT r R. CN EXPIRES 1213111 a � • '� ' Yr� 1 e6 >n 24 o.c -186 2 FILE NO: GABLE END DRAG l---2,A BLOCK 2 isd DATE: 07/23/08 TOE Wr NAIL 2.18d R REF: 25-15 DES: SC 84 NAILS AT 6• o.c EACH END. \ 2a NOTCHED PER 2x4 BRACE WITH 4-16d NAILS 2.166 o.t. OUTLOOKER 2-166 IBC 2006 / C8C 2007 FOR GABLE ENDS UNDER 8'-B• IN HEIGHT CampuTrUS. Inc. •• MNIMUMGABLE STUD GRADE - 2b4 STANDARD GRADE HEM.FIR Custom Software Engineering Manufacturing GABLE END + 2x4 Brace at 2'-0" 0.c. 8•-0 MAX . 1 r 1 M4 Male (2) 1 + f 2,4 BRACE AT 18' -0' o.a OR AT M.1 XI T9pieal CENTERLINE. ATTACH MATH led NABS SHOWN IN (). (2) 2.** STUDS STRUCTURAL TRUSSES hF2S�aa 18' MAX PLATE 12) 1 1 1 ...• M•2Sx7 (SpI) i I3. I ''\i' s o PROfi� CENTER SIZE Oaa� ovR EQUIRED c '44' v,G1NFF '6 BRACING FOR GABLE END ef/ ' �∎ CUTOUT FOR 44 . C> OREGON n� J OUILOOKER CUTOUT FOR 44 OUTLOOKER i 0 $ERb' Qv OA T R. C P�Q' EXPI - ES 12/31/1 i i T II ,. g. Cq k �°� WAS`, ,, OFF STUD 1ze ADD-0N. ATTACH OVER STUD •Y WITH BO NAILS AT Ir o.c. FILE NO: TUDOR GABLE END ff r ago oun (Y KFR OFraag DATE: 07/01/09 r ` , ' REF: 25-15 DES: SC • IBC 2008 / CBC 2007 It. 4 P 17 i EXPIRES 6/10/11 J / Inc. CUTOUT FOR 2>4 bir PRO Custom Software Engineering Manufacturing 1 ''OFF STILT' 1 ' `SS ADD-ON SAME SZE AND 0/ GRADE AS TOP CHORD _ _ _ Cr r 4r aGIN ` "P WITH16dNAESAT12'O.0 - - - - LUMBER SPECIFICATIONS: _ .._ IT 0 OREGON A ^m 2X4 #2 DF -L CHORDS ADD ON SPLICE TO OCCUR r OB£R c ,,s O ' 2X4 STD. OF - STUDS AT PANEL POINTS WITH p CLUSTERS 2 -16d NAILS T R. c P EXPIRES 12/31/1 M-4x4 A OUTIOOKERS PER DETAL (1/4' MAX OVERSIZE CUT) '41111111111 7- M ONE SIDE AND (2) 14 GA T VA CONST. DOUG. STAPLES ON OTHER SOE FR AT 32' O.C. 2z4 BLOCK vf3 - 16d EACH END MINIMUM GRADE CHORDS i — : ' 1 ®� AND STUDS y.a• 4 16d M-5xti . M-3x6 MIN OR USE 6� SAME SIZE AS ON dI`� : »___ • _,. Illi TRUSS BALLOON FRAME BEARING WALL TO -- SCISSOR BOTTOM CHORD I1 - -- - ,�! SCISSOR E I Y Y _1 'I I - 1 JL- _ v II FRAME Y 4 A 16d AT 24 O.C. 2z4 CONTINUOUS BACKING WITH 16d NAILS AT 24 O.C. TO WALL PLATE O F TI-E ENGINEER OF RECORD. DETA S ON O THIS PAGE or it. C. ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE t` WAS r" UTILIZED WITHOUT THE BUILDING ENGINEER'S APPROVAL. . 0 � • ; C y ri � Z - SECTION A FEE NO: SC GABLE END * ?; DATE: 07/01/09 17 ; , REF: 25-1 DES: SC 10. 'P IBC 2006 /CSC 2007 Al ' BONA. 4 I EXPIRES 6/10/11 1 / Inc. e • FRAMING DETAILS WHERE HIP TERMINATION Custom Software Engineering Manufacturing POINT DOES NOT MEET WITH COMMON TRUSS. COMMON TRUSS RIDGE 11 — 1 • TRUSS", ) t SHAPED BLOCK COMMON TRUSS [ EMENDED TOP CHORD SECTION • I • HAPED BLOCK l c55 . : -4-____ r , CROSS t /q RAPI pr 44 I ROSS BLOCK T BLOCK I HIP RAFTER / • ER I I / I AA I 02 1 i I I at HIP GIRDER TRUSS-, � I u EXTENDED END END JACK BOTTOM CHORDS SETBACK FROM END WALL AS SPECIFIED ON ENGINEERING - /' I EXTENDED END JACK aI az as w COMMCII • END JACK _ I _ - , SETBACK FROM END WALL AS SPECIFIED ON ENGINEERING R RED PR 0 o * WAS � • 4 --' • �' � -0 0 o.a y � • 1 FLE NO: CALF HP DETAL C�.� GINF O2 c4 : V ' C E O C ^ A, Q-- si, y ` z C" ` HIP TRUSS DATE: 07/23/08 a See Ena Tor Waits REF: 25,15 -1 DES: SC i a/ eel.,.•. , RJ / IBC 2006 / CBC 2007 OREGON 4. • q SEQ: S151508 � nT � 3 £R 0 � Q`� J\ 17778 / • 2,. LATERAL BRACING AS SECTION AA ,_ r R. C P� SPECIFIED ON ENGINEERING • I EXPIRES 12/31/11 1 [ EXPIRES 6110/11 I DETAIL FOR CONVENTIONALLY FRAMED VALLEY FILL ornpt,,IR us, Inc. VALLEY JACKS - SPACED 2V• o.c. CLEAR SPAN NOT TOE XCEED B' -0•. FOR SIZE MID GRADE SEE END JACK CHART OR RAFTER SPAN TABLE UNDER APPROPRIATE C.S.I. LOADING. Custom Sotlware EtvIn4surI g M1nulaclurir VALLEY PADS • taa0R2.2aa'a. JACK POSTS - 2+M's TO BE PLACED UNDER VALLEY JACKS AT NO MORE THAN B' -0• o.c. AND NALED TO JACK PURLINS. JACK PURLWS • 2a4a1' -0` SPANNING OVER THREE TRUSSES UNDERNEATH AND PARALLEL TO VALLEY JACKS TO WHICH THE JACK POST SUPPORTS ARE NAILED. RIDGE BOARD • MINIMUM2rB NO. 2 HEM -FIR. RIDGE POST 2a0'a T08E PLACED UNDER RIDGE BOARD AT NO MORE THAN 5'•0' o.c. AND NAILED TO RIDGE PURLIN, RIDGE PURLIN - 24A WHOSE LENGTH IS 1R THE VALLEY WIDTH AT THE POINT A INDICATED BY A RIDGE POST. VaINp. RIDGE BOARD a1 1 2 as •-- NAILING PER IBCARC 2400 9 I' 1 'I TRUSS AT 24' o.c. / \ RI ' END I GABLE END P te' OR GIRDER TRUSS \ RIO2o Paa 4---1 I Jack Peal Allot / \ \ \ \`� 4uAin Jad=PUIMn ` Maps I (' Board SECTION A.A Valley Pad / - ll Jack Podia 11 y Tr 1 R.. , I l • . 4 , � Jack Puffin t I 11 \ -A I a *AS ti� O PROp I I '/ '"i. i Aar " ► ,_, - Clog ‘ 4GINFF "v Jack Partin al FILE NO; CALF FLL DETAIL . 177783 �, : n OREGON � 1 / , . ` , A° tP� s v DATE; 01/20/08 ' > : ; a �BR 0 O REF: 2618.1 DELI: BC fi R. GPO A J ::: I CRC 200 - 11 WM809 - • CompuTru9.lnc. TYPICAL HIP OVERFRAMING DETAIL Custom Software Engineering Manufacturing +Instal 2X4 bracing et tat top chord areas at 7-0' o.o. unless odNnslse noted M-1 G AT VERTICALS. UON. 18• -0' co P ROP 4 ( r.r f ---- ------ir."------Tr :; Del Ms r,i R , •a s Hip al 1..„ OREGON , J ei an ORER 6• Ov st B2 s9 as s s ' ? R. CF`9-- e'g 'Q 12/3111 M-1 r8 AT VERTICALS. UON. iM1-0r8 P r: Is • • n ♦ m HIP _ • ♦ _ • _ .. .. .. .. .. Ns \.414v _ ,...... ., i._ ..... ...... ........ p Hf p #4 O�, QFwAs�,� r . = (J ! Y C . ;: * 4;4 9 1 q q A‘ a t. a es a ea ea A or , se el '1' ----o Hip tit Hip a2 I EXPIRES PAW 1 I FILE NO: HP OVERFRAMING For Truss Detais not shout see appropriate CanpuTna design. DETAL Note: Rat Doer framing material to be equal or better in size and grade MOM portion of structural member. DATE: 07/01/08 REF: 25,15.1 DES: SC IBC 2006 /CBC 2007 I /Comp us. Inc. SIDE VIEW TYPICAL END JACK Custom Software Engineering Manufacturing SEE END JACK SPAN CHART FOR REQUIRED SIZE AND GRADE 1 DUTCH GABLE TRUSS END JACK TOP CHORD SETBACK FROM END WALL DUTCH GABLE TRUSS . PER ENGINEERING LEDGER• ENO JACK • • Bottom Chord, Use Wedge at Comer Members or Where NoCeiirg is • Ira s__ � sti sr_ }�r� SyeaOed. ,/ 1 �!! __ owe I � � - "" ..4., �,rOREGON,�^4' ..r COMMON TRUSS ,, • p 4£ R 6, Q.. T R. CAS DUTCH GABLE TRUSS - EXPIRES 12/31/1 I p ,' SIDE JACKS SETBACK FROM END WALL . _ __ .. . - PER ENGINEERING A END JACKS - HP RAFTER 4r, ‘-'44411 24' o.c. TYPICAL 0. • FOR SIZE AND ATTATCHMENT REQUIREMENTS SEE ENGINEERING ,. 0 �01W /,. om . FL.E NO DUTCH FRAMING DETAL DATE: 07/23/08 Y I t17% REF: 25 .15-1 DES: SC -e Qt IBC 2006 / CBC 2007 _ EXPIRES 6110/1 ' A) 2x4 Post attached to each truss panel point and over head purlin CompuTrus. Inc. wtth 2 -16d nabs. 8) 2x4 No.1 Hem-Fir or No.2 Doug. Fir purtin at 4'0' o.c. Custom Software Engineering Manufacturing C) 2x4 No.1 Hem-Fir or No.2 Doug. Fir stiffener attach to post with 3- 16d nabs. O' ` �� I. WASH #; 0) Hp Truss No.1 setback from end wall as noted on truss design. tM) ,� �, �p 111 E) Ersended end Jadk top chord (typica6. y .ii]... Z r .. 1 I III 11 `I 11 f F) Common truss. ' f G) Hp Corner Rafter. er. q 4 7778 X r I ill II II A`f'h 1 2x4 Continuous lateral braking. It.. " tn., ' �j N I l fl( ll 6dended bottom chord. •�+> . II 1 a Om. , 1 EXPIRES 611W11 _J r - 1 lllu® III (s F .1IIl 1111h—lk e U r I �i_I �.t.at......attat.•.......... G .Allik ,41111 II J A Sew, Y Ai E ,.. _ — ... - .. - - - /OM s g :: : : s � 0 Fft.E NO: HP FRAMING DETAE f I DATE: 0723/08 �"!�^ REF: 25,15 -1 DES: SC • OREGON , ..., SC 2006 /CBC 2007 .. O a R O 6, r Section X T R . C P` - J, Setback Hp Truss at 24' o.c.(Typical) EXPIRES 12/31/11 a • Compression web bracing shown on CompuTrus designs is to resist buckling of those webs. An CompuTrus. Inc. alternate method to brace the 2x4 bracing shown on a single member truss is to attach - r bracing. T bracing is a 2x member placed flat on the web as shown in the figures. Custom Software Engineering Manufacturirg 1 -2x4 Brace Required 2 or 3 -2x4 Braces ShowU See appropriate CompuTrus Engineering See appropriate CompuTrus Engineering 2x4 T Brace 2,13 T Brace 2x4 T Brace T 41 1 1-- Web X a— Web P -el-- Web E st) PROF t...t. ........_ cr eon._ The T brace must be at least 80% of the web length and is attached with 10d nails at 6'o.c. throughout. ilir ,,, OREGON ^m Typical at trusses 24 only. r 1s — + o i?ER 6. p" If a 2x4 or 2x6 web requires a single brace, a 2x4 T brace maybe substituted. If a 2x4 or 2x6 web requires 0l,,. � Q- 2 or 3 braces, a single 2x6 T brace or a 2x4 T brace attached to the top and bottom of the web maybe R. C P` substituted. The T brace(s) must be of equal or better material than the web. EXPIRES 12/31/111 Trusses at 24 °o.c. typical i 0 _ 0t< :1 te, Restraint required at •. Brace must be BO% of C) ! t each end of brace the length of the web. c4 y Y , Z and at 20 intervals. lateral brace with \ i .� 17778 - I'. � - \ \ 2 10d na per truss Ad 1 •. '� ° � Refer to CompuTrus E rg. T Brace with nails at 6 1 EXPIRES 6/10/11 1 \\ \ FEE NO: Lateral Brace Detail ` ` ` /, , \ / - DATE: 07/23/08 _ - - -- —`- --- • ii. 2787671 SC 2006 /CBC 2007 Lateral Brace I Alt. Lateral Brace IIIIIIHIAIIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0° IRC 2008 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCM TC: 2x4 DF 816BTR LOAD DURATION INCREASE = 1.15 1.2 =( -296) 303 4.5 =( -551) 558 1.3 =( 0) 0 2.5 =(•1015) 913 BC: 2x4 DF R18BTR SPACED 24.0' 0.C. 1 -4 =( -108) 38 WEBS: 2x4 DF STAND; 4.2 =( -1124) 1097 2x6 OF 142 A LOADING LL( 25.0) +DL( 31.0) ON TOP CHORD = 56.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12'0C. LION. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 66.0 PSF 0'- 0.0' -895/ 1030V -620/ 620H 5.50" 1.65 DF ( 625) 2'- 0.0' -885/ 1030V -620/ 620H 5.50" 1.65 DF ( 625) Connector plate prefix designators: ADDL: TC UNIF LL +DL= 25.0 PSF 0'. 0.0' TO 2'- 0.0" V C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.000' (L19999) @ 0'- 11.6' L/240 = 0.054' M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = 0.000' L/9999 @ 0'- 11.6" L/240 = 0.054' REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. MAX TC PANEL LL DEFL = - 0.002' (1/6448) @ 0'- 11.6' L /180 = 0.072' 3 M -3x6+ BOTTOM CHORD CHECKED FOR 1OPOF LIVE LOAD. TOP MAX TC PANEL TL DEFL = - 0.003" (L/4298) @ 0'- 11.6' L/120 = 0.107' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001° @ 0'- 5.5° MAX HORIZ. TL DEFL = 0.001" @ 0'- 5.5' ICOND. 2: 310.00 PLF DRAG LOAD. I NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL =18.6,BCDL =6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.6 aa A M -3x4 cr, a; 0 O 0 � PROF e t9 O 0 �G1NFF /O N N �<U�\� �(/ 4, = ,5 • • OREGON -4x6+ ,) ` ' 11-1.5x3 I ' ° DER 6 ' O" lt R- CP1 (/41/0 y l ._ . 2 -00 EXPIRES 12/31/11 ` �`t o� NASIj�4, kv JOB NAME: THE KNOLL AT TIGARD - T1 Seale: 0.5590 (- ,..3 , 2 W GENERAL NOTES, unless otherwise noted: l s 91 Y' ` . 1. Bulkier and erection contractor should be advised of as General Notes 1. This truss design la adequate for the design parameters shown. Review '` , 019;,r i.; Truss: T 1 and Warnings before constructron cohunences. and approval is the responsibility of the beading designer, not the ,t 7 rE.: Or :' 2. 2x4 compression web bracing must be Installed wbere shown +, truss designer or truss engineer. herd force resisting 2. Design assumes the top and bottom chords to be laterally braced at , ,,,-. DES. BY: LA 3. All tore ebmema such as temporary and permanent i1 17 stability bracing moat be designed by designer of compete structure. 2' n.c. and at 1a' in . such as plywood ood se braced (C) throughout /or dry largth ). l fi' C ompuTrus assumes no responsibility for such bracing. 3. 2x l moue sheathing or suer lateral acin goe aired in ere S and/or dryw 1 DATE: 5/4/2010 mmppaae of trugNtherematingtyof f the wheretive contreetocomponent unto after a0 bracing and 4. Installation of suss Is the responsibility of the respective A. `' � 4. No toad should be tippled to any component • t 8 EQ .: 4546968 fasteners are complete and at no . time should any bads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, / / 1 I: IONA1. design beds be applied to any component. end ere for'dry cordabn' of use. J / 4 I /� .- s.' T d . TRANS ID: 284637 5. CompuTrus has no control over and assumes no responsibility for the O. Design assumes on beating et as supports shown. Shim or wedge it - fabrication, harming, shipment and Installation of components. 7 Das�n ass ro�sse �I Ell III llu II'' �Ilm I' 11111 III I I �rrps adequate drainage is provided. 8 famished This design is fa eublect to the imitations sat forth by 8. Plates shall be located on both faces of truss, and placed so their center ( EXPIRES 6/1 0/ 1 1 11111 1111 Ell In SCSI, copies of which WO be furnished upon request Dies coincide with Joint p cellar Ines. 9. Digits indicate Indicate size olate in inches. COfnpUTrus, Inc. Software 7.5.3F(1 L }E 10. FodloE 3 or plate pl de ( gn n values see ES - 2529 (CompuTrus) i• s .• I�1IIIIII1II This design prepared from computer input by N PACIFIC LUMBER / BC LUMBER SPECIFICATIONS 28-00-00 GIRDER SUPPORTING 2-00-00 IAC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCM TC: 2x4 DF t18BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1- 2 =( -947) 962 7. 8= 8338 1- 7= -279) 24 4 -11 =1 -4560) 538 BC: 2x6 OF 62 2- 3 =( -2733) 0 8. 9 = -2449) 68 7- 2 =( -39 386 11- 5 =( -947) 0 WEBS: 2x4 OF STAND; LOADING 3- 4 =( -3628) 0 9.10= -4592 7865 2- 8 =( -523) 1244 5.12 =( -40) 496 2x6 DF 92 A TC UNIF LL 50.0 +OL 62.0). 112.0 PLF 0 "- 0.0' TO 28'• 0.0' V 4- 5= (•1905 8C UNIF LL( 0.0 +DL( 2 0.0)= 20.0 PLF 0'- 0.0' TO 28'- 0.0' V 5- 6 =1 -658) 2374 10.11= -4592 7865 8- 3= -2757) 1588 12- 6 =( -248) 0 678 11 -12 =1 .452 6 3- 9 =) -983) 768 6.13 =( 0) 0 TC LATERAL SUPPORT <= 12'0C. UON. ADDL: TC UNI LL +DL= 25.0 PSF 22'- 0.0' TO 28'- 0.0' I 9. 4 =( -1771) 2963 8C LATERAL SUPPORT <= 12'0C. UON. 10- 4 =( 0) 193 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Unbalanced live loads have been REQUIREMENTS OF IRC 2008 AND IBC 2006 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA considered for this design. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' 0/ 1831V -8880/ 8680H 5.50' 2.93 DF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 24'- 0.0' 0/ 2337V -8680/ 8680H 5.50' 3.50 DF 1 825) C,CN,C1B,C1118 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = - 0.151" (L/1834) @ 11'- 9.8' L/240 = 1.154' + LATERALLY BRACE TO ROOF DIAPHRAGM MAX TL DEFL = -0.331' LI 836) @ 11'• 9.8' L/180 = 1.539' + 2X4 WEB BRACE REQUIRED. MAX LL DEFL = -0.184' (L/ 260 @ 27'- 9.2 L/120 = 0.400' ` MAX TL DEFL = - 0.141' (L/ 340) @ 27'- 9.2' L /90 = 0.533' Q MAX HORIZ. LL DEFL = 0.097" @ 0'- 3.5' 1 .1) ( � y _ -- MAX HORIZ. TL DEFL = - 0.135' @ 0'- 3.5" r 2 [COND. 2: 310.00 PLF DRAG LOAD. I NOTE:Oesign assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL =18.6,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, 5 -11 -12 5-10 5-11-12 6 -01 -08 4 -01 interior zone, Toad duration factor =l.6 M -3x6+ 1 - 12 M 1.5x4 M- 5x16(S) 9, 0:, PROP $ 2 M -4x8 M 3x8 0.254 5 M -3x4 A o � c ., aGINF� ss / O • o� c + + NMI GI 6 -' u; � 'Q o ui Cl u, N ", ++ - - B N , o J 7 � - 8 9 T 10 a ll 12 r OREGON ER i,, M -1 0x10 M -3x8 0 . 5 " M -1.5x3 M -3x12 M -4x6+ ff, () MHS- 7x10(S) ,1/4//0 r R. GPQ' y ) y y y Ji 6 -03 -04 5 -10 5 -08 -04 5 -10 3 -11 0-02-12 EXPIRES 12/31/11 y y y 24-00 4 -00 28 00 .'"),S, of WASH ,,..: JOB NAME: THE KNOLL AT TIGARD - T2 ' (-'' � �� ; , ., C \'' � I•" Scale: 0.2430 i , 4 WARIONGS: GENERAL NOTES, unless otherwise noted: .4 ar i l 1. Builder and erection contractor should be advised of as General Notes 1. This truss design Is adequate for the design parameters shown. Review , I�d.' ! Truss: T2 and Warnings before construction connnences. and approval m the responsibility of the building designer, not the ri .:sy5 2. Dot compression web bracing must be installed where shown +. buss designer or truss engineer. it DES. BY : LA 3. All /stem! force resisting elements such as temporary and permanent 2. 2, c at 1 0, o r eespe v unless braced th �nnggtthh by _' . . stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood aheething(TC) and/or drywal(BC). 8l, A.-- DATE: 5/4/2010 4. No Ioae applied to ry component un l a�r bracing end 3 . l m 0aa 0n of bra me r ee b po radng bisty t0 me pe a contractor. ,,. N♦� SEQ.: 4546969 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a non - corrosive erwironment, �: - i ©!�/v+ - ` and are for - dry condition" of use. .r/41/0 ,s �^ o- , • " design beds be applied to any component. e. Design assumes full Dearing at all supports shown. Shim or wedge m _ L TRANS ID: 28463 7 5. CompuTrus has no control ever and assumes no responsibility for the aaca r ery. .. fabdwnun, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 11111111111111111111111111111 6. This design Is furnished subject to the Imitations set forth by 8. Plates shall be located on both faces of buss, and placed so their center l EXPIRES 6/10111 m TP WYTCA in BCSI, copies of which wl8 ba famished upon request. CompuTrus, Inc. Software 7.5.3F(I L) E ones coincide with joint carder sires. 9. Digits indicate size of plate in Inches. 10. For ar ESRconn connector p g design values see ESR -2529 (CompuTrus) « (�� • lllllllilllial This design prepared from computer input by u PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0' IRC 2006 VAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCM TC: 2x4 DF R1 &BTR LOAD DURATION INCREASE = 1.15 • 1. 2 =( -56) 84 7- 8= 0) 2664 1- 7 =( -288) 24 4 -10 =( -3197) 0 BC: 2x4 OF k1 &BTR SPACED 24.0' 0.C. 2- 3 =( -3059) O 8- 9 =) 0) 3598 7- 2 =( -2937) 0 10- 5 =( -721) 0 WEBS: 2x4 DF STAND; 3. 4 =( -3177) 0 9.10= 0) 2825 2- 8 =( 0) 665 10- 6 =( .457) 57 2x6 DF N2 A LOADING 4. 5 =( -74) 405 10 -11= -47) 51 8- 3 =( -647) 4 11- 6=( -38) 41 LL( 25.0) +01( 31.0) ON TOP CHORD = 56.0 PSF 5- 6 =( -75) 407 3- 9 =( -578) 18 6.12 =) 0) 0 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 9. 4 =( 0) 605 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 66.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Unbalanced live loads have been ADDL: TC UNIF LL +DL= 25.0 PSF 22'- 0.0' TO 28'- 0.0' 1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) considered for this design. 0'- 0.0' 0/ 1583V -70/ 62H 5.50' 2.50 DF ( 625) LIMItED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 0.0" 0/ 2282V -70/ 62H 5.50' 3.39 DF ( 625) Connector plate prefix designators: REQUIREMENTS OF IRC 2008 AND IBC 2006 NOT BEING NET. C,CN,C18,CNI8 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek NT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = - 0.124' (L/2233) @ 11'- 11.5' L/240 = 1.154" AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX TL DEFL = - 0.315' (L/ 879) @ 11'- 11.5' L /180 = 1.539' VAX LL DEFL = - 0.025' L/1919) @ 27'- 9.2' L /120 = 0.400' MAX TL DEFL = 0.000' (1/9999) @ 27'- 9.2' L /90 = 0.533' MAX HORIZ. LL DEFL = 0.036• @ 23'- 9.2' MAX HORIZ. TL DEFL = 0.090' @ 23'- 9.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL =18.6,8CDL =6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MFRS, interior zone, load duration factor =1.6 6 -01 -08 5 -10 5 -10 5 -11 -12 4 -02 -12 -1 1" T 'r -r M -5x8+ 12 -/ 12 - 0.25 M -1.5x3 M-4x5(5) Et PROF f-- 1 2 -3x10 1 pro. 4 M•3x10 M - 1,5x3 A co \��t GIN fss / 5 0 C4, F F ° *X 'aim + B 6 'n X4 4/ 'Q o- al CZ) N c r ++ ...---1111 �, OREGON ^m -4 7, 8 T 9 ''10 11 ' � Og 6• v M -3x8 M -3x4 0.25" M -4x12 M -2x4+ O E R 9- M- 5x6(S) T R. CP, y J 4 ), )- f /4 / 1 0 8 -00 -13 7 -09 -05 7 -11 -01 4 -00 ' EXPIRES 12/31/11 y J y 24-00 4-00 f ._�, .• y 28-00 y C� ` ` < ® (, l i4 0 JOB NAME: THE KNOLL AT TIGARD - T3 Scale: D.246D h: ' - N � °) t°'' r, WARNINGS: GENERAL NOTES, unless otherwise noted: r " ', a j • rlA 4, • 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for are design parameters shown. Review ,;± 01 P� Truss: T3 and Warnings batons construction commences. and approval 3 the responsibility of the building designer, not the • l r! 1 2. 2x4 compression web bracing must be installed where shown ,. toss designer or truss engineer. 3 All lateral force resisting elements such as temporary and permanent stability bracing moat be designed by designer of complete structure. 2' o. 2. Dadgn assumes the top and bottom chords to be btarelk braced at 17778 DES. BY : LA DATE: 5/4/2010 and at 1a' on. as unbar braced ( nd r y e by • continuous r Q �5_ 5 / 4 / 2010 CompuTrs assumes no responsibility for such bracing. 3. continuous such p/y s sheelhlrg such as plywood sheathing(TC) C) e a d/o lor drywa0 BC). I, STVA Y 3 impact bridging or lateral bracing required where shown .... :• 4. No load should be applied to any component until after all bracing and 4. Inste9aaon of truss is the responsibllty of the respective contractor. �' f n� a t SEQ.: 4546970 fasteners are complete and at no time should arty . bads greater than 5. Design assures tosses are to be used Inc noncorrosive environment, ) is e V /v+ design bade be applied to any component. and are for 'thy condition* of use. ,f" 1 41 ( /Q • v TRANS ID: 284637 5: Co hell no comet over and ssu ames he responsibWty for the 6. Design assumes full bearing at a9 supparm shown. shim or wedge if - ., fabrication, handling, shipment and Installation of components. 7. assumes L■■11 is design Is banished Design adequate both is provided. 6. Th �''...�ery�ppl�IIII�ry1IIIl1�I1 I i�M� II i I� II IIII ''�MII subJecl to the imitations set forth by 8. Plates chap be betted on both feces of truss, end placed so their tamer ( EXPIRES 6/1 0/ 1 1 IOYIII ilfil fl iii lll� III III �ll IYI TPVINTCA in BCSI, copies of which will be furnished upon request. Digs cdndde with Joint p center n che 9. Digits indicate size of pbla m inches. 10. For basic connector CornpuTrus, Inc. Software 7.5.3E 1 L E 10. F or ESn Epl de gn values me ESR -2529 (CompuTrus) 33 is IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCH TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2= 56 64 7- 8 =) 0) 3325 1- 7 =1 -289) 24 4-10.(-2161) 0 BC: 2x4 DF #18BTR SPACED 24.0' 0.C. 2. 3= ).3954) 0 8- 9=1 0) 4988 7 2 =( -3662) 0 10- 5 =( -700) 0 WEBS: 2x4 DF STAND; 3- 4 =( -5094) 0 9.10 =( 0) 5012 2- B =( 0) 1045 10- 6 =1 0) 3421 2x4 OF #1&BTR A; LOADING 4- 5 =1-3012 0 10- 11 =( -69) 51 8- 3 =( -1236) 0 11- 6 =( -1903) 0 2x6 DF #2 B LL( 25.0)01( 31.0) ON TOP CHORD = 56.0 PSF 5. 6 =( -3010) 0 3- 9 =( 0) 199 6 -12 =1 0) 0 DL ON BOTTOM CHORD = 10.0 PSF 9- 4 =( 0) 260 TC LATERAL SUPPORT <= 12'OC. VON. TOTAL LOAD = 86.0 PSF BC LATERAL SUPPORT <= 12'0C. VON. BEARING MAX VERT MAX HORZ BRG REQUIRED WIG AREA ADDL: TC UNIF LL +DL= 25.0 PSF 22'- 0.0' TO 28'- 0.0' I LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' 0/ 1662V -70/ 62H 5.50' 2.98 DF ( 825) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 28'- 0.0' 0/ 1933V -70/ 62H 5.50' 3.09 DF ( 625) M,M2OHS,M18HS,U16 = MiTek MT series REQUIREMENTS OF IRC 2008 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = - 0.210' (L/1547) @ 15'- 10.2' L/240 = 1.354' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TL DEFL = - 0.544' (L/ 597) @ 15'- 10.2' L /180 = 1.806' MAX HORIZ. LL DEFL = 0.051' @ 27'- 9.2' MAX HORIZ. TL DEFL = 0.133' @ 27'- 9.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. - Design conforms to main windforce - resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 18.6,BCOL =6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 6-01-08 5 -10 5 -10 5-11-12 4 -02 -12 M -4x10 12 -1 12 - 0.25 8-4x8(S) M -1.5x3 M -4x10 /- 1 2 1.50° 4 M -3x8 M -1.5x3 B GO Gina ° 5 - i ur) • OD 0 o c N try 00 _ G� 1 f� _ _ • le 7 8 0.25° 9 10 11 M -4x8 M -3x4 M -5x12 M -2x4+ MHS- 5x12(S) y 8 -00 -13 7 -09 -05 7 -11 -01 4 -02 -12 28 -00 ' • e Cel , •= �yEO FROF : o 4 0* WASIj14 0... . JOB NAME: THE KNOLL AT TIGARD - T4 � � G)" � F � Q ,, y' :• 3 0 r Scale: 0.3070 r • WARNINGS: GENERAL NOTES, unless otherwise noted: - • • - �/1 _ * a � 1 1. Builder end erection contactor should be advised of ea General Notes 1. This truss design b adequate for the design parameters shown. Review , .� � 't.. n,. Truss: T4 end Wamings barons construction commences, and approval is the responsiblity of the building designer, not the .i r l str 2. 244 compression web bradng must be Installed where altown *. truss designer or buss engineer. OREGON ^ . 3 All /stare/ brce resisting elements such e0 temporary end permanent 2 . Design and 011 assumes the e top e bottom chords to be bterely braced al C ^ O � �/ Q + 17778 ' DES. BY: LA stability bracing must be designed by designer of complete structure. . 2' o.a end et 1d o.c ras pedro ey unless fraud throughout theirb by O s ts DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. continuous n sheathing d br ging ° bracing o iegrdw�d,eie s and/or '+eU(°) �p g E R 6 ' 2 - I. J l G 1. 4. No bad should be applied to any component undo after at br and 4. Installation of truss Is to responsibility of the respective contractor. �' `C , .` X SEQ .: 4546971 fasteners are complete an et no time should any bads greeter than 5. Design assumes trusses are to be used In a non-corrosive environment T R C P� 1 / /� : b• TRANS ID: 28463 7 IONn design bads be applied to component 5. CompuTrus tes no control over and mums no responsibility for the and are for "dry condition" of use. 6. / `� ' ," it , .. , - . } . Design e dry hm bearing et a9 Wppoda shown. Shim or wedge t ( ¢ / /Q joint IIII IIIIIIIIIIIIII 6. Th d 8�, �s t� ee ns f s `°a'P ° 8. P, �s lbbb�d bothfceoftr� ndplaceddsotheircenter EXPIRES 12131/1 ExP�RES 6110/11 IIIII II I IIII II�� IU� ,. IOW WI I 8. Dlglts in I TPUWTCA In BC61, copies of which wig be furNahed upon request Digs co c dicat e N i zr 01 center in e. Inches. N indicate d of plate In inches: CompuTrUs, Inc. Software 7.5.3 F 1 L E 10. For bask connector pate design values see ESR,2529 (CompuTrus) end/or ESR -1311, ESR- 1988 ITe10. f• 1110111111 This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0° ICONO. 2: 310.00 PLF DRAG LOAD. i TC: 2x4 OF 918BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF a16BTR SPACED 24.0' O.C. NOTE:Design assumes moisture content does _ WEBS: 2x4 Of STAND; not exceed 19% at time of manufacture. 2x6 DF 82 A LOADING LL( 25.0) +DL( 31.0) ON TOP CHORD = 56.0 PSF Design conforms to main windforce- resisting TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 86.0 PSF Wind: 110 mph, h =15ft, TCDL= 18.6,BCDL =6.0, ASCE 7 -05, C- 1.5x4.3 or equal at non - structural ADDL: TC UNIF LL +DL= 25.0 PSF 22'- 0.0" TO 28'. 0.0' I Enclosed, Cat.2 Exp.B, MWFRS, vertical members (uon). interior zone, load duration factor =1.6 Connector late prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. M,U2DHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 6-01-08 5 -10 5 -10 5 -11 -12 4 -02 -12 T T 1' 1" 1' M -5x8+ 12 12 -- 0.25 M•1.5x4 M- 5x5(S) M -3x6 1 2 0 M -3x6 M -2x4 f- ' '' '' 9 ` e 5 -� ° 1 0� s II 1 0 0 N � -' 1 (V _ _ �� 1 b 7 8 0.25° 9 to 11 M -3x6 M -3x10 M -3x6 M- 5x5(S) M - 2x4+ y y Provide Full Continuous Bearing , ) y 8 -00 -13 7 -09 -05 7 -11 -01 4 -02 -12 28 00 ,.. ' • C 4 i � �ED PROF Q (ft 4,c JOB NAME: THE KNOLL AT TIGARD - T5 FW Scale: D.304', � C / e4, •P s�0 , \ ;:r� k \ , ° ti r , ° WARNINGS: GENERAL NOTES, unless otherwise noted: • � - • - ! ., r?. 1. Builder and erection contractor should be advised of ail General Notes 1. This truss design is adequate for the design parameter: shown. Review "' �t .{ j , Truss: T5 FIN and Warnings beforb construction commences. and approval is the responsibility of the building designer, not the L tr . r 9'ta i 2. 2x4 compression web bradng must be Installed where shown +. truss designer or buss engineer. - 3. Ali lateral force resisting elements such as temporary and permanent 2. Design assumes the top and veN unless chords be braced at • OR ^� °'' I� 11, " ^ DES. BY: LA . stabs bracing must be designed by designer of complete structure. c as o.c. and at 10' respeetively unless bracc ed through out their der ( rgth by C� A ./ �+ Q 7 continuous sheathing such plywood sheathing(TC) and/or drywel BC), •� � v . ` DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bred required where shown + + R E R eh' O _ 4. No load should be applied to any component until eel a6 bracing and 4. In stafatlon of toes is the reeponsibdty of the respective contractor. , Q SEQ.: 4546972 festenrere are eomplbte and at no time should arty beds greater than 5. Design assumes trusses ere be used In a non-corrosive environment, J'�, !1 � A / I ION).. design bads be applied to any componem. and are for'dry condition' of use. R. C I� f / 7 /9 , _. L t ,: -,,; - . TRANS 1 b : 284637 7 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing ell euppord sirown. SNm or wedge i1 j A / /Q fabrication, handling, shipment and installation o1 combonenb. 7. Design assirmes adequate drainage is ptovided. 7 7 8. This design is furnished subject to the InddOons set forth by 8. Pates shell be located on both bars of truss, and placed so their center EXPIRES 12/_311 1 _ ; [ EXPIRES 6110/ 11 } I . IHIH VIII III 1111 I HIM dill Hill CompuTrus Inc. Software 7 5.3F(1 L)-Z upon request. 10. For bask connector plate design values see ESR -2529 (CompuTrus) Ones coincide with joint center Ines. 9. Digits indicate size of plate do inches. and/or ESR- 1311,E R -1988 iTek). - . • . • .,e 111111101111 This design prepared from computer input by I" PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 9.5" IRC 2008 MAX MEMBER FORCES 4W4/ODF /Cq =1.25 TCM LOAD DURATION INCREASE 1.15 BC: 2x4 DF N1 &BTR SPACED 24.0' 0.C. 2.3 =) -48) 58 5.6 =(0) 589 4 -2 =( -715) 43 0 3.7 =( 23 0) 3 0 _ WEBS: 2x4 DF STAND; 5 -2 =( 0) 194 2x6 OF 92 A LOADING 2 -6 =( -737) 0 LL( 25.0) +DL( 31.0) ON TOP CHORD = 56.0 PSF TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 66.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' 0/ 837V -70/ 62H 5.50' 1.02 DF 625) Connector plate prefix designators: ADDL: TC UNIF LL +DL= 25.0 PSF 0'- 0.0' TO 8'- 9.5' I 8'- 9.5' 0/ 692V -70/ 62H 5.50' 1.11 DF 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M20H8,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = •0.007' (L/9999) @ 4'- 4.8' L/240 = 0.394' REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. MAX TL DEFL = •0.015' (L /6300) @ 4'- 4.8' L /180 = 0.525' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = 0.003' @ 8'. 4.0' AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX HORIZ. TL DEFL = 0.006' @ 8'• 4.0° 4 -04 -12 4 -04 -12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7 M -3x6+ Design conforms to main windforce- resisting system and components and cladding criteria. 12 0.25 Wind: 110 mph, h =15ft, TCDL= 18.6,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =l.6 M -1.5x3 M -3x8 / - 1 2 A co f i ti•••=lillIIII 3 -,r co IEMIEM U., o r` o 2, ° ��ED OFE SS ) 0 0 0 N N �QJ V� GI P R M �� r O I�/�' �' lila I IMO .': '',, 'e • .- 4 5 r► B ' OREGON � �c' J ir Mal M -3x4 M -1.5x3 M -4x6 V ° TIER G, di f�¢ / T R. Cox 4 -04 -12 3 -11 -04 0 -05 -08 y EXPIRES 12/31/11 8 -09 -08 :, C.4 `` OF wASJii JOB NAME: THE KNOLL AT TIGARD - T6 Scale: 0.4373 y � fir C � Z rr WARNINGS: GENERAL NOTES, unless otherwise 'j 1 ise noted: . a General Notes 1. This truss n is adequate for the design ' . -�� P, t 1. Builder end erection contractor shook' be advised of ell stag asg Parameters shown. Review �)�;�. .. Truss: T6 and Warnings before construction commences. and approval is the responsiblkty of the building designer, not the ... r 1,: 4er? 2. 2n4 compression web bracing must be Installed where shown •. truss designee or truss engineer. DES. BY: LA 3. All lateral force resisting elements such as temporary and permanent 2. 2 o.c. assumes the top and bottom chords to be laterally braced at e `r 1 � DATE: 5/4/2010 compuT stability bracing must be designed by designer of complete structure. 2' as. and at 10' o.c. respectively a unless braced throughout their b by ' f ne assumes no responsibility for such bracing. 3 �continuous aheethi or such as plywood sheathing(TC) and/or dywan C). •, 4. No toad should be applied to bridging or lateral bracing required where shown • • , C pa any component until after as bracing end 4. In staaatlon of truss Is the reapm,sibrfty of the respective contractor. •:. - A SEQ .: 4546973 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used Inc noncorrosive environment f I: TONAL ' • des n bads be applied terry compemmt- and are for 'dry full bearing of use. f / 4 l i9 - {.- �., - •Y TRANS ID: 284637 5. y puTrus has no control over and assures no responsibility for the 8. r e esaumes ma bearing at e0 supports shown. Shim or wedge If Cam ') '' fabrication, handang, shipment and instalation of components. 7. Design assumes adequate drainage Is provided. IIII B. This design is furnished subject to the Imitations set forth by 8. Plates shall be boated on both faces of russtr , and pissed so their center [ EXPIRES 6/1 0/1 1 • 1 11101 11/ 1111111111 11111 11111 1111 TPVYWCA in SCSI, copies of which Wit be furnished upon request lines coincide w joint candler Gres. 9. Digits indicate size of plate in Inches. CompuTrus, Inc. Software 7.5.3F(1 L E 10. For basic connector piste design values see ESR -2529 (CompuTrus) and/or ESR- 1311, ESR -1988 (MITek). Yo s s 11111111 This design prepared from computer input by : • PACIFIC LUMBER / BC LUMBER SPECIFICATIONS 8.09.08 GIRDER SUPPORTING 2-00-00 IRC 2008 MAX MEMBER FORCES 4WR/DDF /Cq =1.25 TCM _ TC: 2x4 DF N18BTR LOAD DURATION INCREASE = 1.15 ( Non -ReP ) 1.2 =( -709 714 4-5=(-1045) 1665 1.4= -207) 44 6.3 =( -287) 20 BC: 2x8 OF 82 2 -3 =( -706) 728 5 -8 =) - 1685 4-2=(-2003) 1258 3.7 =( 0) 0 - WEBS: 2x4 DF STAND; LOADING 5 -2 =( 0) 182 2x6 of 82 A TC UNIF LL( 50.0)+DL ( 62.0)= 112.0 PLF 0'• 0.0' TO 8'- 9.5' V 2.6 =( -2018) 1252 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 8'- 9.5' V TC LATERAL SUPPORT <= 12'0C. UON. ADDL: TC UNIF 11 +01= 25.0 PSF 0'• 0.0' TO 8'- 9.5' I BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'0C. UON. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -520/ 1226V -2725/ 2725H 5.50' 1.96 DF ( 625) Connector plate prefix designators: REQUIREMENTS OF IRC 2006 AND IBC 2008 NOT BEING MET. 8'• 9.5' -505/ 1241V -2725/ 2725H 5.50' 1.99 DF ( 825) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc U,Y20N6,M18H8,M18 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.008' (1/9999) @ 4'• 4.8' L/240 = 0.394' AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX TL DEFL = - 0.015' (1/8300) @ 4'• 4.8' 1/180 = 0.525' 4 - - '4 -04 -12 MAX HORIZ. LL DEFL = 0.010' @ 8'- 4.0' T f I MAX HORIZ. TL DEFL = 0.012' @ 8'- 4.0' 7 M -3x6+ LC Q9� O.NQ._2: 3l0.LF DRAG LOAD_.) NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. - 0.25 Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL =18.6,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MFRS, interior zone, load duration factor =l.6 M -1.5x3 M -3x10 1 2 A m i crap g B 3 r ° IMIIIII I's o r 0 0 �� y 5) PROF N N t rle z � 4 S\ � �� / ` f - 4 1 - 5 1.3.T.--,16 e Z .11 , / 1 8-3x6 M -1.5x3 M-4x6 • OREGON ,•° I • °RER 6 ' w T 1 R.CP� y 4 -04 -12 y 3 -11 -04 0-05-08 f 1 ), EXPIRES 12131/11 8-09-08 c g. F WAS/� j ' . O N O . JOB NAME •. THE KNOLL AT TIGARD - T7 Scale: 0.4623 y 1 ` C � ° Z r . , -. WARNINGS: GENERAL NOTES, unless otherwise noted: � �� i n ,- , 1. Bulder and erection contractor shouts This trus be advised of all General Notes 1. s s design Is adequate for the design parameters shown. Review O, : 0*, . Truss: T7 and Warnings before construction commences. and approval N the responsibility of the building designer, not the r i ii : : :t,;i-• 2. br4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3 All lateral force resisting elements such as temporary and permanent 2. Design and the .�respe�eWely unless braced throughout their length by , . ` „ 7 � DES - BY : LA stability tracing moat be designed by designer of complete structure. conOnuous sheathing such as plywood sheathing(TC) and/or drywatI C). �, DATE: 5/4/2010 CompuTr s assumes no responsibility for such bracing. 3. 2t Invest bridging or lateral bracing required where shown + + 4. No load should be applied to any component until after all bracing and 4. InataOntlon of truss is the responsldlty of the respective contractor. `1 SE Q.: 4546974 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment / '' I: . 9"� ' design bads be applied to any component ant are for 'dry condition' of use. ,1 / 4 �(� .. TRANS ID: 284637 5. CompuTrus has no control aver and assumes no responsibility for the 8. Design assumes lug bearing at ell supports shown. Shim or wedge If - � ! ' ` .., fabrication, handi shipment and Installation of components. 7. Design assumes adequate drainage esesnary. This design is furnishes h faces oro truss, 6. Th I EXPIRES 6/10/11 IIII11111111 ll1IIII11IIINI�11I111II11II subject the dup r 8. Plates b es be located adequate anb ot rtne au". andp so TPVWTCA U SCSI, cop of which w10 be MMshe upon request Ones coincide with joint carder /urea. 9. Digits Indicate size of plate in inches. CompuTrus, Inc. Software 7:5.3F 1 L E 10. For basic connector prate design values see ESR -2529 (CompuTrus) and/or ESR- 1311, ESR -1988 (MiTek). le IIIII11U Ill I This design prepared from computer input by u PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' I80 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 ICU TC: 2x4 DF 61 &BTR LOAD DURATION INCREASE = 1.15 1.2 =( -297) 303 4.5 =( -552) 557 1 -3 =( 0) 0 2.5 =( -1255) 1153 BC: 2x4 OF 61 &BTR SPACED 24.0' 0.C. 1 -4 =( -107) 38 - WEBS: 2x4 DF STAND; 4 -2 =( -1338) 1311 2x6 DF 62 A LOADING 11( 25.0) +DL( 31.0) ON TOP CHORD = 56.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12'0C. UON. 01 ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 66.0 PSF 0'- 0.0' -1135/ 1271V •620/ 620H 5.50' 2.03 DF ( 625) 2'- 0.0' -1135/ 1271V -620/ 620H 5.50' 2.03 DF ( 625) Connector plate prefix designators: ADDL: TC UNIF LL +DL= 25.0 PSF 0'- 0.0' TO 2'- 0.0' V • C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.000' (1/9999) @ 0'- 11.6' L/240 = 0.054' M,M2OHS,M18HS,MINA 18 = MINA MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL DEFL = 0.000' 1/9999 @ 0'- 11.6' L/180 = 0.054' REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. MAX TC PANEL LL DEFL = - 0.002' (1/65 @ 0'- 11.6' L /180 = 0.072" 3 M - 3x6+ BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = - 0.003' (1/5211) @ 0'- 11.6' L/120 = 0.109' AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001' @ 0'• 5.5' MAX HORIZ. TL DEFL = 0.001' @ 0'- 5.5' ICOND. 2: 310.00 PLF DRAG LOAD. ) NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce - resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 18.6,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, MWFRS, M -3x5 interior zone, load duration factor =1.6 s A 2 g 42 1 CD f� t) V4 1 0 0 . 0 0 m . . \'s PROFS c?5 �GINF� �O iv f 4rr 1:173.0115 • OREGON ko i -4x6+ � � N ./ f� -1 .5x4 f Q PER 6 ' O 1 ), ( /q T R. CP� 2 -00 EXPIRES 12/31/11 • � ' Vi • C `� ®`� � 0, WAs 0 - JOB NAME: THE KNOLL AT TIGARD - T Scale: 0.5580 =' `� y v + Y;, 1 , •-' . , °i r k_ • WARNINGS: GENERAL NOTES, unless otherwise noted: s'4' % , 1. Builder and erection contractor should be advised of ea General Notes 1. This truss design Is adequate for the design parameters shown. Review I. �� ej T russ: T8 and Warnings before construction cohrnences. and approval is the responsibility of the bulling designer, not the f ¢ ;t..t' , 3. l Al l • 2x4 compression lateral forc. eb bracing must be instated enporary and permanent where shown +. Design sum s the truss top an boot engineer. 1 - ; .7 � 3. e resisting elements Guth as as temporary 2. assumes the top end bottom chords to be leterdy at braced DES. BY: LA 3 stability bracing must be designed by designer of complete structure. 2' o.c. and et 10' 0.0. respectively unless braced throughout their length by DATE: 5/4/2010 CompuTrs assumes no responsibmy for such bracing. 3. continuous sheathing such as plywood sheathing(TC) and/or drywall/BC). •, 2s Impact bridging or lateral bracing required where shown + + A 4. No load shout be applied to any componM rind after all bracing and 4. Installation of truss is the responsibility of the respective contractor. •' •, S EQ.: 4546975 fasteners are complete end at no time should any bads greater than 5. Design assumes trusses are to be used Inc non-corrosive environment, / ,t - ZONAL. design loads be applied to any component. • CompuTrus has no control over and assumes no responallxly for the end ere for 'dry full bearing el all shown. Shim or wedge If of use. 6. s / 7 h: / /0 1 . ., - ,1, . 't ' TRANS ID: 284637 Design assumes s fua be ✓ febdca5on, handing, shipment and installation of components. 7. Design assumes adequate boM fames of provided. o truss, 8 I�I� III�I VIII II�II tl I . This design is furnished , co subject wh o the limitations het fu by e. Plates a hated placed so their center 111... EXPIRES 6110/1 I II� IIII I TF4ANfCA in n SCSI, eagles of f which will be furnished upon request. Ones coincide coincide wnh polo canter Ines. 9. Digits Indicate dm of plate Ih Inches. For bask CompuTrus, Inc. Software 7.5.3F(1 L }E t0 ' and/or ESR 131 e plate design ESR -te a (MiTr s see EBR 2529 (CompuTrus) • t• IIIIIIIIIIIIUI This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCM TC: 2x4 DF 818BTR LOAD DURATION INCREASE = 1.15 1 -2 =(•297) 309 4 -5 =( -552) 557 1 -3 =( 0) 0 2.5 =( -1255) 1153 BC: 2x4 DF 816676 SPACED 24.0' 0.C. 1 -4 =( -107) 38 WEBS: 2x4 DF STAND; 4.2 =( -1338) 1311 286 DF 82 A LOADING LL( 25.0) +DL( 31.0) ON TOP CHORD = 58.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 66.0 PSF 0'- 0.0' .1135/ 1271V -620/ 620H 5.50' 2.03 OF ( 625) 2'- 0.0' •1135/ 1271V -620/ 620H 5.50' 2.03 DF ( 625) Connector plate prefix designators: ADOL: TC UNIF LL +DL= 25.0 PSF 0'- 0.0' TO 2'- 0.0' V C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc I,11 MAX LL DEFL = 0.000' (L/9999) @ 0'- 11.6' L/240 = 0.054' 20HS,Y18HS,Y16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL DEFL = 0.000' (L/9999) @ 0'- 11.6' L / = 0.054' REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. MAX TC PANEL LL DEFL = •0.002' (L/6514) @ 0'- 11.6' L /180 = 0.072' 3 M -3x6+ BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = - 0.003' (L/5211) @ 0'- 11.6' L/120 = 0.109' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. VAX HORIZ. LL DEFL = 0.001' @ 0'- 5.5' VAX HORIZ. TL DEFL = 0.001' @ 0'- 5.5' ICOND. 2: 310.00 PLF DRAG LOAD. I NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce - resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 18.6,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, M -3x5 interior zone, load duration factor =1.6 co A g � o � to lie 0 0 _ 0 0 t' .. 0° PROPe A- `- 411.- u5 OREGON te a' x6+ �' N � -4 M -1 .5x4 II . OR ER g' e rl4/ /o 7 R. cr y y . _. . 2 -00 EXPIRES 12/31/11 ;t ix. C`4 pF WASIij� o JOB NAME: THE KNOLL AT TIGARD - T9 Scale: 0.5590 '� y 1- : Y ! r• : c � oz r i°°' ' ■ WARNING GENERAL NOTES, unless otherwise noted: '11 • - r• _> ` , 1. Bulkier and erection contractor should advised De advised of ell Tilts Notes 1. truss design is adequate for the design parameters shown. Review ' � l¢ ,, a � . � Truss: T9 end Warthogs ogs before construction commences. and approval is the responsibility of the building designer, not the t " r t� 2, ar4 compression web bra must be installed where shown e truss designer tams en e d bottom chords b be rougtr braced al .T DES. BY : LA stobllty bracing must be designed by designer of complete structure. 2 me. and at 10• o.c. respectively unless braced throughout Nair by sheathing sheang such es plywood sheathing(TC) andror drywa C). •, CompuTrus assumes no responsibility for such bracing. 3. 2s bridging or lateral bracing required where shown + + A DATE: 5/4/2010 _ 4. No bad should be applied to any component until otter fadae r ell bracing and 4. Irson of truss Is the reepaslbiNy of the respective contractor. ~ °` • ` ' . SEQ.: 4546976 fasteners are complete end at no time should any loads greater than 5. Design assumes trusses are to be used m a non-corrosive environment. / / 4 �(l 1 ■ , IONA . desi loads be applied to any conponanr. end ere for - dry condition" of use. J ! IQ - c ��, -i1• 4. :3 TRANS ID: 284637 5. CompuTrus has no control over and assumes no responsibility tot the G. Design assumes lea bearing at all supports shown. Shim or wedge if + 6. This design flundsshed s o the Imitations set forth components. by 8. Plates shall be located on both faces Is of truss, nd placed so their center ` EXPIRES 6/10/11 1III1IIII inIII Ul IDtl Illi IM il TPUWfCA in SCSI, copies of which will be furnished upon request. Brea coincide a with pM center Ines. 9. DigitsIndiccatt e size o1 f plebe in I CompuTrus, Inc. Software 7.5.3F(1 L)-E 10. For basic r connector 1317,Ep d 8 gnfvebi� see ESR -2528 (CompuTrus) 0 e e I0 (• 1E11111 This design prepared from computer input by PACIFIC LUMBER / BC - LUMBER SPECIFICATIONS 12-00-00 GIRDER SUPPORTING 2 -00 -00 IRC 2008 MAX MEMBER FORCES 4WR /ODF /Cq =1.25 TCM TC: 2x4 DF 9158TR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1.2 =( -960) 981 5-6=(-1368) 2459 1.4 =( 0) 0 2.7=(-2793) 1555 BC: 2x6 DF 92 2 -3 =( -945) 963 6.7 =( -1 2452 1 -5 =( -368) 26 7.3 =( -258) 65 • WEBS: 2x4 of STAND; LOADING 5 -2= (•2673) 1420 2x6 DF N2 A - TC UNIF LL( 50.0) +DL( 62.0)= 112.0 PLF 0'- 0.0' TO 12'- 0.0' V 6 -2 =( 0) 283 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 12'. 0.0' V TC LATERAL SUPPORT <= 12'0C. UON. ADDL: TC UNIF 1.1+01= 25.0 PSF 0'- 0.0' TO 6'- 0.0' D BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'0C. UON. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'• 0.0' -485/ 1463V -3720/ 3720H 5.50° 2.34 DF ( 625) Connector plate prefix designators: REOUIREMENTS OF IRC 2008 AND IBC 2006 NOT BEING MET. 12'- 0.0' -479/ 1449V -3720/ 3720H 5.50' 2.32 OF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = •0.020' (L16650) @ 6'- 0.0' L/240 = 0.554' • AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX 11 DEFL = •0.040' (1/3325) @ 6'- 0.0' L /180 = 0.739' MAX HORIZ. LL DEFL = 0.020' @ 11'- 8.5' 6-00 6-00 MAO HORIZ. TL DEFL = 0.025' @ 11'- 8.5' '( '( -1 U10 31 Q.,QO PLF QAA0 LQAR,J /- 4 12 NOTE:Design assumes moisture content does - 0.25 not exceed 19% at time of manufacture. Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 18.6,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 M -3x6+ M -3x12 M•1.5x4 2 1 1:-- 3 -/ cc A - - 0 a in v + 4 d 0 0 • Vs . P ROFE SS � (3. ��GtN4i.'P b f 5.- 6 " 7 : , e� M -4x8+ M -1.5x3 M -3x8 , OREGON kf 1 0 9 ER Q " I' TR• CP9Q- 0-05-08 5 -06=08 y 6 -00 y f ), y EXPIRES 12131/11 ; 12 - 00 , o 0* wAS -v4, 4 0 JOB NAME: THE KNOLL AT TIGARD - T10 ;� ' ' 4 r c am° � �1 4. Scale: 0.4519 y ''. Z ` WARNINGS: GENERAL NOTES, unless otherwise noted: 0.44g 1. Builder end erection contractor should be advised of e8 General Notes 1. This truss design is adequate for the design pelemeters ahovm, Review ` :•, 181 i ..i''! Truss: T 10 and Warning° before construction con°nences. and approval Is the resporsldlty of the btu g designer, not the W. 2. 2x4 compression web bracing mist be installed where shown ., truss n assumes s trues engineer. a bottom .- � 778 3. tetanal force resisting elements such as temporary and permanent 2. Design eeaume the top and bottom chords to be laterally biased at DES. BY: 3 AD LA stability bradng must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their b by DATE: 5/4/2010 Command assumes no responsibility for such bracing. 3. continuous Impact or such as bra sheathing(TC) show � drywa/ c). 150, ;. •' SEQ.: 4546977 4 ' fa completteeenaa� component ho kl n" nylooadsggre e ate 5 l D ig a responsibility /aenvh�ment _ . / I.. � X IONAL and ere 'dry condition" of use. J d design bads be applied to arty oongonent for . / 4 / /Q : .,, . L,, ,,- . 9:, TRANS I D : 284637 7 s. ConµxrTrue has no control over and assumes no responsibility for the 6. De� as um s fug bearing a e8 supports shown. Shim or wedge if .e fabrication, handling, shipment and installation of components. 7. Design assumes adequate drahrage is provided. �I '®�,'l�1 6. Thos design is furnished subject to the Imitations set forth by 8. Plates shall be boated on bath faces of truss. and placed so their center ' EXPIRES 6/10/11 IBmII III I� I IIIII IIIIm I' l'��,,I'HInII u1u I II� IOmI TPIMIrCA In SCSI, eagles of which will be furnished upon request. CompuTrus, Inc. Software 7.5.3E 1 L igs coincide with joi center Ines. Digits gite inIndlcicae dm of i plate In inches. E 10. For bask connector plate design values see ESR -2529 (CompuTnm) amber ESR -1311, ESR -1988 (dfreb). i• • '0 ,o• • IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCM - TC: 2x4 DF Y1 &BTR LOAD DURATION INCREASE = 1.15 1 -2 =1.61 71 5-6=(0) 919 1 -4 =) 0) 0 2-7=1-1054) 0 BC: 2x4 DF N1 &BTR SPACED 24.0' 0.C. 2- 3 =( -58) 85 8 -7 =(0) 919 1 -5 =( -317) 41 7.3 =( -259) 63 - WEBS: 2x4 OF STAND; 5-2=(-1072) 0 2x8 DF M2 A LOADING 6 -2=( 0) 275 LL( 25.0) +DL( 31.0) ON TOP CHORD = 56.0 PSF TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 66.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" 0/ 881V -79/ 70H 5.50' 1.41 DF ( 625) Connector plate prefix designators: ADDL: TC UNIF LL +DL= 25.0 PSF 0'- 0.0' TO 6'- 0.0' D 12'- 0.0° 0/ 802V -79/ 70H 5.50' 1.28 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Y,U20HS,Y18HS,Y16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = - 0.015' (L /8866) @ 8'- 0.0' L/240 = 0.554' REQUIREMENTS OF IRC 2008 AND IBC 2006 NOT BEING MET. MAX TL DEFL = - 0.038' (L/3694) @ 6'- 0.0' L /180 = 0.739' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VAX HORIZ. LL DEFL = 0.005' @ 11'- 6.5' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY, MAX HORI2. TL DEFL = 0.013' @ 11'• 8.5' 6 - 00 6 - 00 - ( T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. /- 4 12 0.25 Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL =18.6,BCDL =6.0, ASCE 7-05, Enclosed, Cat.2, Exp.8, 'MFRS, interior zone, load duration factor =l.6 M -3x6+ M -3x8 M -1.5x3 f 1 L -1 2 3 co CD A C u; et V N CD CD M � „ED PROF - - X 40 ki . G 1 N € 'A �0 ,�_ M -4x8+ M -1.5x3 M -3x4 • OREGON # c. J N 1 p gER 6 O v J l l l (/¢, 7- R. GPC� 0 -05 -08 5 -06 -08 6 -00 y y EXPIRES 12/31/11 12 -00 R• c4, � 4 o WASJij ® JOB NAME: THE KNOLL AT TIGARD - T11 Scale: 0.4519 ti 4 % r WARNINGS: GENERAL NOTES, unless otherwise noted: , .r- a�V.=j' ?< 1. Builder end erection contractor should be advised of e0 General Notes 1. This truss design is adequate for the design pee rameters shown Review . '' ¢ � t`;� - p 'n T. G Truss: T 11 and Warnings before corstructlon commences. and approval Is the retparsidpty of the building designer, not the .. ,r' i rt;•;,ur -" 2. 2x4 compression web lore must be ten where shown .. Design al the top an op end engineer. bottom 2. Dom chords b he letsredky braced e1 7 ' 3. AD lateral force resisting elements 05 ents such as temporary end permanent i gn n assumes aum the tt DES. BY : LA stability bracing mint be designed by designer of complete structure. 2' 0.0. and at 10' o.c. respectively unless braced throughout their le by continuo sheathing such as plywood sheathing(TC) and/or drywa0 C). I, DATE: 5/4/2010 CompuTrus assumes no reeponsibimy for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + f� 4. No toad should be applied to any component until after al fa bracing end 4. Irm aotto n of truss 1s the responsibility of the respective contractor. �t '- S EQ fasteners are complete end at no time should arty bads greater than 5. Design assumes trusses w ses are to be used Inc noncorrosive environment �. I: �, iO N/v+ TRANS Ili : 284637 design bade be applied to any conrporent and are for 'thy condition' of use. 8 Design f / 4 / /q ., L1 . .' 5. CompuTrus has no control over a assumes no responsibility for the . � assumes full bearing at ail supports shown. Shim or wedge l .e fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. 1 S. This design is furnished subject to the Imitations set forth by 8, Plates shall be located on both faces of russtr , end placed so their center L EXPIRES 6/10/11 I 111111 11111 Ell 11111 11111 III 1111 Imml TPVVYfCA in SCSI, copies of which adD be furnished upon request. Inc. Software 7.5.3E 1 L Digs coincide with joint center Ines. 9. DeDigits indicate dza of f p plats te in inches. E 10. For basic connector plate design values see ESR -2529 (Computes) and/or ESR- 1311, ESR -1988 1Tek). j• a ' 4 1�IIIIIIIIII This design prepared from computer input by ry ` PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR/DDF /Cq =1.25 TCY . TC: 2x4 OF k16BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -298) 302 4.5 =( -553) 557 1.3 =( 0) 0 2-5=(-1588) 1486 BC: 2x4 DF 016BTR SPACED 24.0' 0.C. 1 -4 =( -107) 38 - WEBS: 2x4 DF STAND; 4 -2 =( -1646) 1620 2x6 OF b2 A LOADING LL( 25.0) +DL( 31.0) ON TOP CHORD = 56.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 66.0 PSF 0'- 0.0' -1468/ 1604V -620/ 620H 5.50' 2.57 OF ( 625) 2'- 0.0' .1468/ 1604V -620/ 6208 5.50' 2.57 DF ( 625) Connector plate prefix designators: ADDL: TC UNIF LL +DL= 25.0 PSF 0'. 0.0' TO 2'- 0.0' V C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL DEFL L/240 = 0.054' 0.000' (119999) @ 0'- 11.6' 1/2 M,M2OHS,MI8HS,Y16 = YiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX MA LL DEFL = 0.000' (L/9999 REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING YET. MAX TC PANEL LL DEFL = - 0.002' (1/6559) @ 1'- 1 .6' L/180 2 40 = 0.054' @ 0'- 11.6' L /180 = 0.073' 3 M -3x6+ BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = - 0.002' (1/5338) @ 1'- 0.4• L/120 = 0.109' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001' @ 0'- 5.5 MAX HORIZ. TL DEFL = 0.001' @ 0'- 5.5' 10050. 2: 310.00 PLF DRAG LOAD. I NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M -4x4 Design conforms to main windforce- resisting system and components and cladding criteria. I IMM1111111 Wind: 110 mph, h =15ft, TCDL= 18.6,BCDL =6.0, ASCE 7-05, l Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =l.8 co A 0 e7 co co 0 • c') m � PRO ,c . �k7� �, .1GINFF /0 ��11 ; ; , Z.. 0 ♦ 4� ='S • OREGON R.' -4x6+ T ^ °j M-2x4 � p • � gER �' 0 fl�llq R. CPp' k k -__ 2 - 00 EXPIRES 12/31/11 .. << FWASf ' ' O N O" JOB NAME: THE KNOLL AT TIGARD - T12 Scale: 0.5590 y� _ .- " "\- =' c � ° s r ` : WARNINGS: GENERAL NOTES, unless otherwise noted: " ! ' 1. Sieber end erection contractor should be advised of all General Notes 1. Tlds truss design Is adequate for the design parameters shown. Review , 1 1 Y o �,af Truss: T 12 and WamIngs before construction col and approval Is the responsibility of the bulkan g designer, not the i, 1 rFr <7" • 2. 2x4 compression web bra must be where shown i.. Des dea um s truss engineer. anbo (B 7 � DES. BY ' LA 3. AO lateral force resisting elements as temporary . De subA as temlary end permanent 2sign as the top end bottom chords to be laterally braced at 78 stability bracing moat be designed by designer of complete structure. continuous sheathing such asplywood sheathing(TC) ardtot d i ywatl Cj by �. DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x 1 bridging or lateral bracing required where shown + _ 4. No load should be applied to any component until after an bracing and 4. Installation of truss b respective reaponnlbllty of the respee contractor. S EQ.: 4546979 fasteners are complete and at no time dwukl any bads greater than 5. Design assumes trusses are to be used in a non - corrosive environment, I: TONAL m co riponent. a tor d y condkfon'�01050. supports shown. shim or a I /q `' . s %L . 5. CompuTrus has no control over and assumes no respondbmly for the 8. Design assumes fob bead ppo wedge fabrication, handling, shipment and Installation of components. necessary. .a I. Design shall located o n both 6 This i EXPIRES 6/10/11 • This design is furnished subject to Imitations t I ons seorU by 8. Plates shatl be boa oath faces of truss. aid placed so their center I IMIII 111 I 111111111101 CompuTrus, T res Inc. Software 7.5.3F( furnished E upon request. 10. For basic contests date a in inches. values see ESR 2529 (CompuTrus) 9. Digits indicate size of plate in ln end/or ESR -1311, ESR-1988 lTek). a • it IIIIIIIIIIIIIII This design prepared from computer input by II PACIFIC LUMBER / 8C - LUMBER SPECIFICATIONS 28-00-00 GIRDER SUPPORTING 2 -00 -00 IRC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TOM _ TC: 2x4 DF 818BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1- 2 =1 -666) 677 8- 9= 1.6489 8708 1- 7 =( 0) 0 11- 4=( 0) 219 BC: 2x6 DF k2 2- 3 =( -2219) 0 9 -10 =( -3539) 8039 1- 8 =) -247) 0 4.12 =( -2871) 1368 - WEBS: 2x4 OF STAND; LOADING 9- 4 =( -3707) 0 10- 11= 1.2227) 7240 8- 2 =( -2993) 0 12- 5 =( -531) 1488 2x6 DF 62 A TC UNIF LL( 50.0) +DL( 62.0)= 112.0 PLF 0'- 0.0' TO 28'- 0.0' V 4 - 5 =( -2988) 0 11- 12= .2228) 7240 2- 9 =( -269) 1686 5-13=(-4245) 191 BC UNIF LL( 0.0)+01( 20.0). 20.0 PLF 0'- 0.0' TO 28'- 0.0' V 5- 6 =( -942) 960 12-13.(-4909) 8500 9- 3 =1 -3189) 743 13- 6 =( -277) 26 TC LATERAL SUPPORT <= 12'OC. UON. ADDL: TC UNIF LL +DL= 25.0 PSF 0'- 0.0' TO 6'• 0.0' D 3 -10 =( -720) 1199 BC LATERAL SUPPORT <= 12'0C. UON. 10- 4 =( -2318) 1785 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IRC 2008 AND IBC 2006 NOT BEING MET. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA C,CN,C1B,CN18 (or no prefix) .CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' 0/ 2137V -8680/ 8680H 5.50' 3.42 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 28'- 0.0' 0/ 2123V -8680/ 86809 5.50' 3.40 DF ( 625) MAX LL DEFL = - 0.168' (L/1934) @ 10'- 0.8' L/240 = 1.354' MAX TL DEFL = - 0.359" (L/ 905) @ 16'- 0.5' L /180 = 1.806' MAX HORIZ. LL DEFL = 0.109' @ 27'- 8.5° MAX HORIZ. TL DEFL = 0.161' @ 27'- 8.5° ICOND. 2: 310.00 PLF DRAG LOAD. 1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce - resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 18.6,BCDL =6.0, ASCE 7 -05, - Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =l.6 4 -01 5 -11 -12 5-11-12 5 -11 -12 5 -11 -12 T T T T T .f /- 7 - 12 0.25 M -3x6+ M -4x6 M -3x10 M- 4x10(S) ( z � 3 1.50 5 M 4x8 M -1.5x4 c 6 c A + -- al v +. + + Ca + + o to c%) _- ++ B -- 9 10 0.258 M -1.5x3 M -3x8 M -10x10 MHS- 7x10(S) , .) ), ). l 0 -05 -08 3 -11 5 -11 -12 5 -08 -04 5 -08 -04 6 -03 -04 y c z:. : . C, :., 28-00 r � ` WAS /�j p PROF �o tiC - ® ,L., JOB NAME: THE KNOLL AT TIGARD - T13 �,� E Fs S ` C' filt , Scale: 0.2729 (� %.2IMF ,n ` �O 22 a; 00 y lg. , . WARNINGS: GENERAL NOTES, unless otherwise noted: Ct • � � r y , t . , 1. Bulkier and erection contractor should be advised of ale General Notes 1. This truss design is adequate for the design parameters shown. Review • , OW /Art ;, Truss: T13 and Warnings before construction commences. and approval is the responsibility of the building designer, not the , / /1" s �1 _ . , , ;q ,'. 2. 2x4 compression web bracing must be installed where shown ... truss designer or buss engineer. (� (/°' 3 A9 lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be iateraho ut their braced - • - 4 . � 1 DES . BY : LA m radrg must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectiv ste l y unless traced througho b by OREGON ^ J 1 G �' b 28 Imp ous sheathing such t plywood aheathlrg(TC and/or drywel C). O� --I I, DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x I d brtdgi g or lateral tmadng regwred whore shown + + � v y _ 4. No load should be applied to any component until enet all bracing and 4. Installation of truss is the responslbiity of the respective contractor. /�' 6 �- .a S EQ.: 4546980 fasteners are complete and at no time should any . bads greater than 5. Design assumes trusses are to be used in a noncorosbe environment, Q . R . O • I ZONAL i ? '' design beds be applied to any component and are for "dry condition' of use. ssermines y. TRANS ID: 28463 7 5. Co rgw,True has no control over and assumes no responsibility responsibility for the 8. Design ermines full beadng at all supports shown. Shim or wedge if / R. CPR' necessary. • I ¢ / 0 / _ _. fabdceson, furnished shipment and installation of components. 7. Design assumes adequate drainage d rovded. ' / [ EXPIRES 6/10/11 I It This design is ro lurnished subject b Imitations the Bmnatbr,s set forth by 8. Pkatee shall b b e on both faces of buss, and placed so their center fines coincide with joint center lines. 111111111110011111111111111111111111 , CompuTrus, Inc. Software 7.5.3F(1 L nhE upon requeaL 10. �b E connector R- -1 aak�,ea Bea ESR-2529 (ConroaTraa) EXPIRES 12/31/11 J1100 1111 This design prepared from computer input by �I PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 28'• 0.0' IRC 2006 MAX MEMBER FORCES 4WR/DDF /Cq =1.25 TCM - TC: 2x4 OF #16BTR LOAD DURATION INCREASE = 1.15 1- 2 =( 72 81 8- 9.(-258) 67 1- 7 =( 0) 0 10- 4 =( -681) 0 BC: 2x4 DF #16BTR SPACED 24.0' 0.C. 2- 3 =) -53) 324 9 .10 =) 0) 2022 1- 8 =( -202) 8 4 -11 =) -353) 25 • WEBS: 2x4 OF STAND; 3- 4 =( -2354) 0 10 -11 =( 0) 2837 8- 2 =( -23) 331 11- 5 =) 0) 517 2x6 DF #2 A LOADING 4- 5 =( -2569) 0 11.12 =( 0) 2306 2- 9 =( •932) 0 5.12 =( -2610 0 LL( 25.0) +DL( 31.0) ON TOP CHORD = 58.0 PSF 5- 8 =( -58) 67 9- 3 =( -2472) 0 12- 6 =( -285) 27 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 3 -10 =) 0) 670 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 88.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Unbalanced live loads have been ADDL: TC UNIF LL +OL= 25.0 PSF 0'- 0.0' TO 6'- 0.0' D LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) considered for this design. 4'- 0.0' 0/ 2276V -88/ 76H 5.50' 3.41 DF ( LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 28'- 0.0' 0/ 1551V -88/ 76H 5.50' 2.48 DF 625) Connector plate prefix designators: REQUIREMENTS OF I80 2006 AND IBC 2006 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = - 0.015' (L/3200) @ 0'- 5.5' L/120 = 0.400' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = 0.000' (L/9999) @ 0'- 2.7" L /90 = 0.533' MAX LL DEFL = - 0.081' (L/3419) @ 18'- 0.5' L/240 = 1.154' MAX TL DEFL = - 0.206' (L/1344) @ 16'- 0.5' L /180 = 1.539' MAX HORIZ. LL DEFL = 0.028' @ 27'- 8.5' MAX HORIZ. TL DEFL = 0.071' @ 27'- 8.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL =18.6,BCDL =6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.8 4 -01 6 -01 -08 5 -10 5 6 - 01 - 08 1' 1' . 1' 1' T '1 --- 12 - 7 0.25 M -3x6+ M -3x4 M- 4x5(5) f 1 2 3 M -3x8 1.5 M -3x8 M -1"5x3 c A �a e 0. 43:, N CD CD M ++ GER ENO 8 9 10 0.25° 11 " '12 M -4x6+ M -3x8 M -3x4 M -3x8 M- 5x5(S) 1 ,k J )' 4 -01 -12 7 -09 -05 7 -09 -05 8 -00 -13 y y 4-00 24-00 e - y 28 0o it. CI `� WAS '' •. - PROFESS, `� 0* h4, ®' > JOB NAME THE KNOLL AT TIGARD - T14 � �� GiN� � P X0 2 y ! ` ; '%. , . c o o - r- 4- Scale: 0.2604 `y p WARNINGS: GENERAL NOTES, unless otherwise noted: ' ." a �/7 r • , �' 1. Builder and erection contractor should be advised of all General Note 1. Thb hues design k adequate for the design parameters shown. Review ' L 4 A � � f r ' Truss: T 14 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the • it, r t! : 2. 2x4 compression web bracing must be Installed where shown +. truss designer or truss enghreer. OREGON R.D 3. Al lateral lobe resisting elements such as temp and 2. Design nd at f d the . spe unless braced throughout their ta by °j 17778 DES. DY: LA temporary permanent nnggtthh T r ` v billy bracing must be designed by dasignai of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywa0(BC). � . � g E R 6 • O •• R �`-..r.Rg � : - g DATE: : 5 / 4 / 2010 CompuTrus assumes no reaponslbilly for such bracing. 3. 2x Ittnp�aacctt bridging or lateral bracing required where shown = = 4. No toed should be applied to any component until after all bracing and 4. Installation of fume le the esponsibility of the respective contractor. T `C� ` :. k . ,. SEQ . : 4546981 fasteners are complete end at no time should any loads greater than 5. Design assumes trusses are to be used In a non,corroave environment. )' R G p,` 1 - 1, , ONAL design bads be applied to any component • are for 'dry condition" 01 use. l ¢ ! �, .. `f ,. . .� TRANS ID: 28463 7 5. CompuTrus has no control over and assumes no responsibility for the 8. Design assumes fug bearing at all supports shown. Shim or wedge If .1/4//0 /Q fabrication, handling, shipment and installation of components. b necessary. . 7. Design assumes adequate drainage is E XPIRES 12/31/11 C XP IRES 6110/ 11 II IIIpII I' II N' IIIIIII 8. This design is furnished subject to the Imitations set forth by 8. Plates shall be located on both bees of truss, and placed so their center II u 1lu IfBll I _ I 1111111 t 1111 U UI 0111111 TPUwTCA In BC61, copies of which will be furnished upon request. Ines coincide with Joint center Ines. 9. Digits Indicate size of pieta in inches. CompuTrus, Inc. Software 7.5.3F(1 L E 10. For • E8R- 13 ° R- -11eee aIT q sea ESR 2529 (CompuTrus) 3 O yJ ` IINIIIIIIIIII This design prepared from computer input by 'I +u PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR /DDF /CQ =1.25 TCM - TC: 2x4 DF 61KBTR LOAD DURATION INCREASE = 1.15 1- 2 =( -72) 81 8- 9.(0) 1842 1- 7 =( 0) 0 10- 4= -209) 30 BC: 2x4 DF 616BTR SPACED 24.0' 0.C. 2- 3 =( -1941) 0 9- 10 =(0) 3603 1- 8 =( -193) 8 4 -11 =) -802) 0 WEBS: 2x4 OF STAND; 3- 4 =( -3781) 0 10-11=(0) 3937 8- 2 =( -2533) 0 11- 5 =( 0) 802 2x6 DF 62 A LOADING 4- 5=(-3320) 0 11- 12 =(0) 2875 2- 9 =( 0) 1065 5 -12 =( -3251) 0 LL( 25.0) +DL( 31.0) ON TOP CHORD = 58.0 PSF 5- 6 =) -58) 67 9- 3 =( -1911) 0 12- 6 =( -286) 27 TC LATERAL SUPPORT <= 12'0C. UON. GL ON BOTTOM CHORD = 10.0 PSF 3.10 =( 0) 410 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 86.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: ADDL: TC UNIF LL +DL= 25.0 PSF - 0'- 0.0' TO 6'- 0.0' D LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' 0/ 1949V -88/ 76H 5.50' 3.12 OF 625) 6,020HS,M18HS,418 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 28'- 0.0' 0/ 1846V -88/ 76H 5.50° 2,95 OF 1 625) REQUIREMENTS OF IRC 2008 AND IBC 2008 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = - 0,131' (L/2480) @ 16'- 0.5' L/240 = 1.354' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY, MAX TL DEFL = - 0.340' (L/ 955) @ 16'- 0.5' L /180 = 1.806' MAX HORIZ. LL DEFL = 0.044' @ 27'- 8.5' MAX HORIZ. TL DEFL = 0.112' @ 27'- 8.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL=18.6,BCDL =6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.6 4 -01 6-01-08 5 -10 5 -10 6 -01 -08 �- 7 1 2 - 0.25 M- 3x6+ M -4x6 M 3x6 M- 4x6(S) / 1 2 3 1.59" 59" M -4x8 M -1.5x3 s OD A 8M + & u; • c + + m cm O + O M M -4x6 M -3x6 0'25° M -3x4 M -3x10 M- 5x6(8) y J' ), J• ), 0-05-08 3 -11 7 -09 -05 7-09-05 8-00-13 i 28-00 :., ` `� • (`� 9 O PROFF << WAS .' s ts , C7 of 1 4v • O Scale: 0.2979 � 4 `� y 1 '' S ri - JOB NAME: THE KNOLL AT TIGARD - T15 �� aG%NFF O �, Aft � ,C WARNINGS: GENERAL NOTES. unless otherwise noted: : .4!44 - ' ui r , ,` 1. Budder end erecson contractor should be advised of all General Notes 1. This truss design b adequate for the design parameters shown. Review ti Il r a, 4 Truss: T15 and Yearnings before construction commences. and approval is the responsibility of the build designer, not the • OREGON ' y t -, 2. 2x4 compression web bracing must be Installed where shorn*. truss designer or truss engineer. DES. BY : LA 3 All lateral force resisting elements such as temporary and permanent 2. Design e at assumes the raape�div pubes brac�ee throughout t Iennpptt by � O ,,,01 v , ' p '' 17778 • le bracing must be designed by designs! of compote structure. conlinuouus sheathing such as plywood shealhing(TC) andlor dryv�aB(B p R E R G. O °r •, •f i js'[�r� DATE: 5/4/2010 CompuTnus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown 4... . 4. No bad should be applied to any component until ell bracing and 4. Installation of truss • the responsibflty of the respective contractor. � s Qs . SEQ.: 4546982 fasteners are compiete and at no time shoukt any . bads greater than 5. Design assumes trusses ere to be used in a non-corrosive environment, , T , P / I �N� . J'/4//0. - _ 4 I /Q 'r .. ›. • i : design bade be applied to any corpcomponent S. Design assumes full beefing at all ausupports shown. Shim or wedge if - TRANS ID: 2 84637 5. CompuTrus has no control over rm er era assumes no responsibility for the end we for 'dry corrmtion' of use. C1 � " necessary. umes a ov n fabdceshipment g. shisme ao Insl Todth buds. 7. e d L adequate drainage Is provided. ' EXPIRES 12/31 / 11 - of - - . : XPIRES 6/10/11 1111111 II I I e �B 'I I IIII II�� 6. This design is N furnished subject to the e Imitations set et forth by B. Plates ehe0 be boated on both faces of truss, and placed so their tamer ` W HI 11111 111 IEI� uI� Il I TPIANiCA In SCSI, copies of which will be furnished upon request Anew coincide with joint center lines. (. 9. Digits indicate size of plate In nInches. CompuTfus, Inc. Software 7.5.3E 1L E 70. F � connector 1, design ttnl lu see ESR -2528 (CompuTrus) B so Ufa • d.w 11IIIIIII This design prepared from computer input by PACIFIC LUMBER / BC - LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0' ICOND. 2: 310.00 PLF DRAG LOAD.] . TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. NOTE:Design assumes moisture content does - WEBS: 2x4 DF STAND; not exceed 19% at time of manufacture. 288 DF 92 A LOADING Design conforms to main windforce- resisting LL( 25.0) +DL( 91.0) ON TOP CHORD = 10.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 66.0 PSF Wind: 110 mph, h =15ft, TCDL= 18.6,BCOL =6.0, ASCE 7 -05, C- 1.5x4.3 or equal at non - structural ADDL: TC UNIF LL +DL= 25.0 PSF 0'- 0.0' TO 6'- 0.0' D Enclosed, Cat.2 Exp.B, MFRS, vertical members (uon). interior zone, load duration factor =1.6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,120HS,U18HS,Y16 = YiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 4 -01 6 -01 -08 5 -10 5 -10 6 -01 -08 1' T f T '( f • /- 7 12 0.25 M -3x6+ M -3x6 M -3x6 M-5x6(S) 1 MI 3 y ,2 5 M -4x5 M-1.5x4 o ' i' I 've `t r /a° i � 1..._°;c9,,, to CI x 2 se 8 9 10 0.25e 11 1 M -4x6+ M -3x6 M -3x6 M- 5x5(S) M - y y y Provide Full Continuous Bearing y y 0 -05 -08 3 -11 7 -09 -05 y 7 -09 -05 8 -00 -13 y 2600 • C� ` ti0 PRO��5�� G)NF F S+ S ,� O 0 � 0* WAS ii/H, o._. JOB NAME: THE KNOLL AT TIGARD - T16 FW ( � � 1 J •` o Scale: 0.2979 y • f h6N WAROS: GENERAL NOTES, unless otherwise noted: `, ele! 1/` !*,'" �� 1. Builder and erecgon contractor should be advised of a0 General Notes 1. This truss design is adequate for the design parameters shown. Revises Sr ik� ` l Truss: T 16 FIN and Warnings before construction corn ences. and approval is the responsibility of the building designer, not the OREGON � J * i r!, 2. 2x4 compression web bracing must be IretaIIed where shown +. truss designer or truss engineer. 3. AO lateral force resisWrg ebments such as temporary and permanent 2. Design assumes the tap and bottom chords b be lateral)/ braced at >* A 17778 DES. BY • LA stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respedtoely unieas braced throughout their length by I , O(3 6 , -../ . con8nuous sheathing such as plywood aheathirg(TC) and/or drywat(BC). . 0 T E R - Cl I kI DATE: 5/4/2010 CompuTrus assumes no responsibilty for such bracing. 3. 2x I bridging or lateral bracing required where shove + + y t ' `C- the respective . • SEQ.: 4546983 4. r� e°e�w�mplete annd et no lime nwm a awe Marn 5: O U n es ° tun sa�ea°ar�e �i to tea used In c n n-cortosi enivir'onu,enL / f i V P C l ' - IONA V . ! design bads b epp8ad b any component f / lit / /0 - - / /q ,y; - ` ''.. end are for "thy condition' of use. TRANS ID: 28463 7 5. CompuTrus has no control over a nd assumes no responsibility CO, the 8. n De� asaumaa full bearing at all supports shown. Shim or wedge 6 t fabrication, limiting, shipment and instalalon of components. 7. Design assunxre adequate drainage is pr EXPIRES 12/31/1 II Ili 6. This design is furnished subject to the limitations set forth by 8. Plats shag be located on both faces of tr . placed so their center - - - - - ..� XPIRES 6/10/11 ` I 111111 11 mill ml W Ill ill WIU I � I' Iml IIII I� TPUWTCA In BCSI� copies of which will De furbished upon request. Dies indicate with joint center Ines. 9. Digits itxace0s size ze of i pleb in Inches. CompuTrus, Inc. Software 7.5.3F(1 L) - 10. For basic connector pie design values see ESR -2529 (CompuTrus) and/or ESR -1311. ESR -1986 tatiTek). i 4- Q� el