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/l 4 E ,fi 4i b REC i >- ' 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 �������1 1 ,� Manufacturer: Pacific Lumber Drawing / Detail Reference: S2.4 & S2.5 at'Z0(0- CCO a Reviewed By: Scott Dekker City of Tigard LMC Review p A rove a Plans No Exceptions Noted ,� Comments: By `i t Date 711 � � Kitya_t Action taken by Architect t�� I, PCCEPTION NOTED 0 IlVitgdaRlft1008 OFFICE COPY i 0 REVRS€AND 0 fttes'4EviEw FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY. ANY DEVIATION FROM PLANS OR SPECIFICATIONS NO,T 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 ERROR `OR DEVIATION FROM CONTRACT REQUIREMENTS. T.M. RIPPEY CONSULTING ENGINEERS F'ORTI.A D 0 ik 11E1111 This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3' 1,1 • 1 rr rt: $.1 TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #18BTR SPACED 24.0' 0.C. NOTE:Design assumes moisture content does • WEBS: 2x4 DF STAND not exceed 19% at time of manufacture. LOADING Design conforms to main windforce- resisting TC LATERAL SUPPORT <= 12 °0C. UON. LL( 25.0) +DL( 31.0) ON TOP CHORD = 10.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12 °0C. UON. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix dean nators: TOTAL LOAD = 66.0 PSF Wind: 110 mph, h =15ft, TCDL =18.6,BCDL =6.0, ASCE 7-05, C,CN,C18,CN18 (or no prefix = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Enclosed, Cat.2 Exp.B, MWFRS, U,M20HS,M18HS,I116 = MiTek M series REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. interior zone, load duration factor =1.6 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. 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, m 00 0 0 co m 0 0 N N II _ I I ���EO PROp 3 2>-<:: A cps'''' GINEF 3' i 0 M -3x4 M -1°5x3 ,_4., ' Q ` � • It ) OREGON � ` J 0 'Pa � O " y y T / R.c P�`� 1-10-04 f EXPIRES 12/31/11 ire Cdt :C) .. °`� WASy� j . ` ., O N JOB NAME: THE KNOLL AT TIGARD - SP1 Scale: O.B70A ✓ y y , .• ' c ° � r -. WARNINGS: GENERAL NOTES, unless otheneise noted: , f'' I •, 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 ;i;ttx - " Truss: S P 1 and Warnings before constmcdon commences. and approval is re po EMI la sty of the bulldltrg designer, not braced , + rtt.';2r z 2,4 as compression web br must be permanent where shown +. 2. Design assumes the top a bottom chords to be laterally brad at 17778 3. As lateral force resisting elements such as temporary and permane Z o.c. and at 1 m' o.c. respectively unless braced throughout their length by I, p DES. BY : LA stability bracing must be designed by designer of complete structure. cr.' � DATE: 5/4/2010 Co npuTrus assumes no responsibility for such bracing. 3. 2xImpact bridging or such lateral as required i v here shown drywetl(B - "' l C). 4. No ad shout applied to arty co be �J component until all bracing and 4. Irus of truss is the responsibiHy o1 the respective contractor. s, • SEQ.: 4546984 fasteners are complete and at no lime should any . b loads greater than 5. Design assumes trusses are to be used in non-corrosive environment, �! �: tu I�IJV+ .;�, rf o r� to beds be applied component and are for 'dry condition" of use. J 1 4 J / to ,•, -- i ., ... - TRANS ID: 28463 7 5. C design has no control over and assumes no responsaxtily for the 6. Design assumes ry hla hearing at as ort supp shown. Shim 01 wedge if essa Z fabrication. handling. shipment and installation of component. nec 8 P as . f l e ca located on a t de a. 1 ` 1111111111111111111111111111111 6. This design t furnished subject to the Imitations set forth by 8. Plates tes shen be boated on both oth f facee t of trues, and placed so grain call 11.. EXPIRES EXPIRES 6/ 1 0/ 1 1 TPI/WTCA In SCSI, CSI, copies of which will l be furnished upon request Anres coincide v joint carder Ines. 9. Digit indicate size of plate In In 10. CompuTrus, Inc. Software 7.5.3F(1L) -E F b is con la gniTeges see ESR- 2529 (CompuTrus) i • • IIINIIII 1 This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.9' ICONn. 2: 310.00 PLF DRAG LOAD. I TC: 2x4 DF k18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 616BTR SPACED 24.0' O.C. NOTE:Oesi n assumes moisture content does WEBS: 2x4 DF STAND not excee 19% at time of manufacture. LONDIOG Design conforms to main windforce- resisting 1 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 91.0) ON TOP CHORD = 56.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. �L ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 66.0 PSF nators: Connector plate prefix del Wind: 110 mph, h =15ft, TCDL =18.6 BCDL =6.0, ASCE 7 -05, i RGFRS, C,CN C18,CN18 or no prefix = rus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,018HS,M18 = MzTek M series ries Enclosed, Cat.2 REQUIREMENTS OF IRC 2008 AND IBC 2008 NOT BEING MET. interior zone, lExp.B, I oad duration factor =l.6 M -1.5x3 M -4x4 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 1 2 AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. All Connections and attachments of components to form the structural system for imposed seismic loading is /14 ii the responsibility of the engineer of record. Li Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. oo oo CD CD c!) c%; ��5 ��,INFF / O 3 X_ --------- 4 • M -4x4 M -2x4 OREGON � 0 . o p ' ° OER.�' O f141 /o t R. C K C'' • t -to oa EXPIRES 12/31/11 ,•gwc.4 . o f WASH - we, .- r. JOB NAME: THE KNOLL AT TIGARD - SP2 Stale: D.77 - y' . . ) _.. z r , r:; WARNINGS: GENERAL NOTES, unless otherwise noted: . s 'or ' t �'�_' �: ; 10,!&"/,'Z,"- 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: SP2 and INarrdrgs before construction cohmencee. and approval Is the responsibility of the building designer, not the �, : ". t •Air, 2. 2114 compression web bracing nowt be Installed where shown +, truss designer or truss engineer. . 3. AO lateral farce resisting elements such as temporary end permanent 2. Dedgn assumes the top and bottom chorea b be bteraey braced at 17778 DES. BY: LA 2' o.c. and at 10' o.c. respedhMy unless braced throughout then b by ..� atabmty bradag mst ba dedgned W deslgnar of wmpbh struchrre- continuous Sheathing such es plywood sheathing(TC) andior drywaf C). ' �I, R S l A } DATE: 5/4/2010 CornpuTrus assumes no responsibility for such bracing. 3. 211 tmpaImpact bridging «lateral bracing required where shown contractor. 4. No bad altorrld be fete and to any component until after a8 bracing end 4. De Instillation of buss Is the responsibility o used of the respective contractor. - ?'• 410 1. U NM SEQ. : 4546985 fasteners are complete and at no time should any bads greeter than 5. Design assumes busses are to be used in a non-corrosive environment, / A • 1 design bolds be applied to any component aM ere for'dry condition' of use. s / 4 I /0 ' :• - i ,.. , 9 • TRANS ID: 28463 7 5. CompuTr s has no control over and assumes no responsibility for the s. n a assamee full bearing at all supports shown. Shim or wedge if * fabdcafion, handling, shipment and Installation of components. 7. Design assures adequate drainage is provided. 8. This design is furnished subject to the Inutetbrs set forth by 5. Plates shag be located on both faces of truss, and placed so their center I EXPIRES 6/10/11 1 I. T PIAafTCA in BCIa, rabies of which will be furnished upon request lines coincide w91t joint center foes. 1 1��11��11f11 �I 111111111 9. basic Da indicate a l des inches. vale COf11pUTft13, Inc. Software 7.5.3E 1 L E 10. For beak coonnector ctor plate ate design see ESR -2529 (COmpu7rus) ertNor ESR -1311, ESR -1988 l(fs�»�T . - A� r r two Ira te$ air I Ma ea• I NO MS 12.2 AGE cp is D GE \ _l Pi .. 01111119111111..m.11111111.411.2•T7- 'I 1 — v� 4 P2 ECt I F2, ` B1 GE 4 '‘,../. `i. ctiJ L t • 1 IN 4 1 4 • 4 SI !- ` 2 00 1 6 `4 Z. 1 4 6 . ti \ I 00 r _ _, \ n 4 �... L �. . N 'a ii el 1 4 ki 1 ' s. N r IIII r 4 4 f �¢ 4 p /if IR 9 4 \ \ ig 4 .� m a it i C CE N. • / FCE I I t' I N 12 VT I - 28d 94' 1 NC WO 1147 1- 61(' F SO' WO © Copyright CompuTrus Inc. 20 ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO 11LD 04/30/10 TRUSS CALCULATIONS AND REVISION - ENGINEERED STRUCTURAL • DRAWINGS FOR ALL FURTHER )LL AT TIGARD INFORMATION. BUILDING `i r ° f n DESIGNER/ENGINEER OF RECORD .,;::i.4'-'.'(-;:'' t RESPONSIBLE FOR ALL NON -TRUSS F " i 1 i DRAWN BY: REVISION TO TRUSS CONNECTIONS. BUILDING DESIGNER/ENGINEER OF RECORD TO - THREE / CHECKED BY: REVIEW AND APPROVE OF ALL ATION: SCALE: REVISION -3: DESIGNS PRIOR TO CONSTRUCTION. • ss. 1 1 1, C LEG�► REPORT ER -4211 C Reissued February 1, 2005 ICC Evaluation Service, Inc. BusinesslRegional Office • 5360 Workman MI Road, Whittier, California 90601 • (562) 699 -0543 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 • (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 load, 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 '/ 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. Alternating 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, Q 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 subject 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. tio.. Copyright © 2005 Page 1 of 5 r i" 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 i 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 striking at least two opposite corners of each plate with a must be reduced by the heel -joint reduction factor, HR, as hammek r. follows: 2.6 Identification: H 0.85 - 0.05(12 tan e - 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 Code"' (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. maybe increased for duration of load in accordance 5. Required bearing widths at truss supports. with the UBC. r 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 r 4 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 1 EA I AE I EE PLATE MODEL Species Specific Gravity Allowable Load Per Plate (pounds per square Inch of plate contact area) Southern yellow pine 0.55 206 151 113 108 C -20 Douglas fir -larch 0.49 206 151 113 108 i and C -I8 Hcm -fir 0.43 161 137 110 104 Spruce -pine -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 lb. /inch = 6.89 kPa. 'Sec Figure 1 for a description of plate orientation. 2 Values arc determined using the gross arca mcthod. 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- 18 1,619 1,080 0.62 0.42 CN -18 1,859 1,220 0.73 0.48 For SI: 1 lbf /inch = 0.175 N /mm. !See Figure 2 fora description of plate orientation. 2 The length of plate refers to the dimension of the longitudinal axis of thc arca of thc plate from which thc plate teeth were sheared during plate fabrication. TABLE 3- ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR COMPUTRUS TRUSS PLATES DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE PLATE 0° I 30° I 60° I 90° I 120° I 150° 0° I 30° 1 60° I 90° I 120° I 150' MODEL Allowable Shear Load (pounds per lineal Inch per pair of plates) Shear Load Efficiency Ratio C -20 609 720 1,106 801 423 506 0.49 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 SI: I Ibf /inch = 0.175 N /mm. TABLE 4- ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, Q 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 thc value "0.49," above, apply to all wood species combinations having an average published specific gravity of 0.49 or Tower; 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 be applied to all plate /wood orientations described in Figure 1. it t Page 4 of 5 ER -4211 LOAD 15 g LOAD LOAD 00 LOAD O p p O . o 0 0 -. 41---- 0 0 0 000000p0000C000pC00C000C -► °c'M° o °° OOO�OOfO,OGCGC >� OOGcQ..G07Q_s700 v o o 0 00 t AA Orientation EA Orientation ILOAD 1 LOAD 0o00000000 0 0 C7OQOOQOCG7 aio000O0G00 0 0 01900003ca ° g 8 g a�� !p0p000000CG0 ° 0 0 0 000O0O7OO Q moo j LOAD 1 LOAD AE Orientation EE Orientation FIGURE 1 —PLATE ORIENTATION FOR LATERAL RESISTANCE VALUES I 4 Length ®I 14 Width I • gq °,E? z 03444 0[15000°06 0 0 o o v 00 0 ocmo o c 00000000000 0000000000 °° J OOOOaP� o CCUG 0 00 0_.y70�!0_000 0° Plate Orientation 90° Plate Orientation FIGURE 2 —PLATE ORIENTATION FOR TENSION VALUES % a 1 1...g21 e i► FIGURE 3 —HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES Page 5 of 5 ER -4211 LONGITUDINAL AXIS TYP. 1 1 ( ) C ) C ) C- ) ( ) ( ) C- ) 1.25" ( ) ( ) C ) ( ) ( ) ( ) ( ) C-7 " ( ) ( ) ( ) ( ) 106 MODEL ( ) ( ) C ) C ) C -20 I C -18 L ( ) ( ) ( ) C ) C ) ( ) C ) C ) ( ) ( ) ( ) ( ) ( ) ( ) C ) WIDTH - 1 ( ) ( ) ( ) ( ) TYP. .106" ( ) t ( ) ( ) ( ) .333" .10` .85" .35" .5" .333" .10" .85" .35" .5" C ) C ) ( ) C - -) --., 1 1 .5" C > C .) C ) ( ) C ) ( ) ( - -) --> .5" ( ) ( ) ( ) ( ) —'` MODEL ) ( ) ( ) ( ) CN -20 / CN -18 106" ( ) C ) C ) C ) ( ) ( ) O ( ) 106" ( ) ( ) ( ) C ) FIGURE 4- COMPUTRUS PLATE DIMENSIONS 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 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 all 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). Cq `% �O WASyl 0 , � �� .O PROFE 17778 0 OREGON k? - Pi. . + I S11I SY TC?: F R 6 ., Ov iow�. ° Q- r R. C P EXPIRES 6/10/11 J EXPIRES 12/31/11 I Y / ompumus.Inc. —, s .-• Custom Software Engineering Manufacturing Gable end trusses that have been designed to support vertical and /or seismic Toads 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 hiheel 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 plate • Shim let -ins at each end for full bearing. rAlb.■._ Option III: For 4x2 Outlookers - Span < 24' -0" • For 4x2 outlookers. • 4x2 blocking between outlookers required. 11111 11111 1100, 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 ' �� � y trt3 PROp6.. , C 4 S1� j � it G. �vtNE �O � .V Q 2 1 tir (4, Ce • OREGON �m '��' le (, �,I,1� ` p er ° E n s. � p„ • ' R 17778 TT R. CP -Q - • A III IBC 2006 / CBC 2007 EXPIRES 12/3111 (ExpfRes 6110111 FOR GABLE ENDS UNDER 6' IN HEIGHT GABLE END TRUSS MAY RESIST UP TO 180 LF DRAG LOAD. CompuTr us. 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 2306.4.5. 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. GABLE END M -2.5x4 (2) ill 2x4 BRACE AT 16' -0" o.c. OR AT M -1x3 Typical w_ I 0 /71 CENTERLINE. ATTACH WITH 166 NAILS SHOWN IN O. (2) 2x4 STUDS ^* STRUCTURAL TRUSSES M -2.5x4 16' MAX PLATE ...Fr — _ . (2) 1 1 1 M -2.5x4 (SW) V �, CENTER VERTICALS VARY REQUIRED 53 .., PROF BY VENT SIZE CA OUTLOO KER AS BRACING FOR GABLE END ! �Z„e44/2^ CUTOUT FOR 4x2 OUTLOOKER • CUTOUT FOR 4,Q OUTLOOKER y (1) �, -4 J : I 0,...— Or?FR 6. Ov / - 1 - 1 r R. Cr'' / EXPIRES 12/31/11 ^. c + Q ti wAs i � � O ti OFF STUD 1x4 ADD -ON. ATTACH OVER STUD � C ti C �0 WITH 8d NAILS AT 9" oz. FILE NO: GABLE END DRAG ' r N } i. r 4x2 OUTLOOKER DETAILS DATE: 07/23/08 fir REF: 25 -15 DES: SC . 17778 / ._, IBC 2006 / CBC 2007 r R �� � loru►1 1 EXPIRES 6110111 Iv FOR GABLE ENDS OVER 6-8° IN HEIGHT •• MINIMUM GABLE STUD GRADE 2x4 .. CorflpLJT IJS. Inc. CONSTRUCTION GRADE HEM -FIR lg.. Cq . 4 , Custom Software Engineering Manufacturing �`` ' o WASyjk' 4- o eVZ _ I •,.-4 h ? - r 6' -0° o.C. MAX M -2.5x4 ■ii,\II , >>�/� 2 \ 2z4 OUTLOOKER ' . .�.iL . � �t � O H/u. �' �� M -1 x3 Typical II �� II EXPIRES 6110111 L I I J BRACED o IMUM n 2x4 STUD '• ih ipi, M-2.5x4 . A MAX 2x4 CONTINUOUS M -2.524 ' ,g.Q PROA. BACKING GABLE END TRUSS MAY RESIST UP TO 180 LF DRAG LOAD, PROVIDED .` S S, ATTACHED WITH 16d 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 160 PLF IS ATTACHED TO ONE FACE. STUC � � ' ' NEI. / O 1 ' ACCORDANCE WITH IBC TABLE 2306.4 5 C0 MUST BE ATTACHED IN 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO . f�"'� r SUPPORTING BEARING WALL. • OREGON .Q' V ,,s' 0 ` SHEATHING TO 2x4 BLOCKS WITH 3-16d NAILS GABLE STUD o ° • 5 ' ER 6 ' � GABLE END EACH END 88d AT 1. 7- R. CPt� \ EXPIRES 12/31/1 77( ! '�! rill.' 18d at 24' o.c. 1 -16d FILE NO: GABLE END DRAG 2 -16d �2z4 BLOCK DATE: 07/23/08 WITH 2 -t6d \ 1a6d TO E NAIL 7� t REF: 25 -15 DES: SC 8d NAILS AT 6 o.c. E ACH END. 24- NOTCHED PER 2x4 BRACE WITH 4 -16d NAILS 2-16d \ D.C. OUTLOOKER IBC 2006 / CBC 2007 2 -16d 111 V CampuTrus. FOR GABLE ENDS UNDER 6'-6' IN HEIGHT Inc. MINIMUMGABLE STUD GRADE -2x4 STANDARD GRADE HEM FIR Custom Software Engineering Manufacturing + 2x4 Brace at 2' -D" o.c. B' -0• MAX GABLE END M-4 Md x6 (2) + I 147-211 .- 2x4 BRACE AT 16' -0' o.c. OR AT AF1 X3 Typical a , CENTERLINE. ATTACH WITH 16d w NAILS SHOWN IN (). (2) 2x4 STUDS -' STRUCTURAL TRUSSES M -2.5x4 16 MAX PLATE / s •• (2) .4. 1 , : i' R M.2.5 x4 (Spl) �0 pRO ' CENTER VERTICALS VARY AS REQUIRED ���� Fss BY VENT SIZE OR OUTLOOKER Q�� kr�&)N�F'Q BRACING FOR GABLE END ,`(/`"� "�' CUTOUT FOR 44 • OREGON m OUTLOOKE CUTOUT FOR 4x2 OUTLOOKER (P � T N J t p aE R ( ' Q� o T r R. CA¢ i EXPIRES 12/31/11 I g.Cq OFF STUD 1x4 ADD -ON. ATTACH OVER STUD ;0 DOE I NASiip . � O WITH 8d NAILS A79" o.c. fitp FILE NO: TUDOR GABLE END , ' f y c , � r 4,Q QUIT] OOKFR DETAII S DATE: 07/01/09 diy REF: 25 -15 DES: SC 1'778 IBC 2006 / CBC 2007 1 ' 4 51, 1 R � A� IONA1:•tr EXPIRES 6110/11 1 / Trus.n. CUTOUT FOR 2x4 C? G :3�D IN 0 2 PROF Custom Software Engineering Manufacturing 1 'OFF STUD' �� S� ADD -ON SAME SIZE AND �� GRADE AS TOP CHORD 1 `Y WITH 16d NAILS AT 12° O -C ! 1 1 LUMBER SPECIFICATIONS: —4,- cn (, ), OREGON ' J 2X4 #2 DF -L CHORDS ADD ON SPLICE TO OCCUR 11 O a c R G , ~ (.a O J 2X4 STD. DF -L STUDS AT PANEL POINTS WITH 0 CLUSTERS 2 -16d NAILS lT R. G PC B 1 EXPIRES 12/31111 M-4x4 A OUTLOOKERS PER DETAIL %II� (1/4° MAX OVERSIZE CUT) M-1x3 ONE SIDE AND (2) 14 GA 2" 2x4 CONST. DOUG. STAPLES ON OTHER SIDE FIR AT 32° O.C. 2x4 BLOCK W3 -16d EACH END + o - I MINIMUM GRADE CHORDS _ ®IR r' 57 �_ , AND STUDS 2 -p° ( P S. 4 -16d •r M -3x6 MIN. OR USE �6 �– • SAME SIZE AS ON o TRUSS ti G t. BALLOON FRAME BEARING WALL TO S 06 I CISSOR BOTTOM CHORD ' 791- 4111 111k SCISSOR GA =LE 1 II END FRAME I , I , Y — T — 1 1 v 16d AT 24" O.C. A 2x4 CONTINUOUS BACKING WITH 16d NAES AT 24. O.C. TO WALL PLATE BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY - OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE .` i o t• C� ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE . WAS UTILIZED WITHOUT TI-E BUILDING ENGINEER'S APPROVAL. .'0 b oo k /ti C Q • y y 1 '; . Z C ` SECTION A FILE NO SC GABLE END DATE: 07/01/09 ~ A. 17778 REF: 25 -1 DES: SC ?'• wR IBC 2006 / CBC 2007 �� /0wa,.1' [ EXPIRES 6/10/11 j CompuTrus. Inc. e .4 FRAMING DETAILS WHERE HIP TERMINATION Custom Software Engineering Manufacturing POINT DOES NOT MEET WITH COMMON TRUSS. COMMON TRUSS RIDGE 1 1 1 OMMON TRUSS I SHAPED BLOCK i COMMON TRUSS EXTENDED TOP CHORD SECTION WI. HAPED BLOCK; 1 ' CROSS #4 r _ F or ROSS BLOCK BL OC K I HIP RAFTER �_/ 1 1 03 11 ,, RAFTER ' I / A-A I #2 T I #1 HIP GIRDER TRUSS I I EXTENDED END END JACK BOTTOM CHORDS _ u SETBACK FROM END WALL AS SPECIFIED __ • ON ENGINEERlika, EXTENDED END f JACK #1 02 #3 04 COMMON • TRUSS END JACK _ _ _ _ _ _ • SETBACK FROM END WALL AS SPECIFIED 01 ON ENGINEERING lit. C� � , PROFFS 0 0C WAIS 414 '0 �'�: a -0oro wl FILE NO: CALF HIP DETAIL ���� `� A ti C , I DINE- �O : V Y O " DATE: 07/23!08 >2� ‹,‘4 �� ,7) y 1 Z r HlPmuss See Engi eereing for Details 7 7' REF: 25,15 -1 DES: SC % .Ze.lo'L+. / IBC 2006 / CBC 2007 N OREGON q R 17778 78 .,..a , .: SEQ: S151508 # 0 T YE R � ' • 0 ~ �1 2x4 LATERAL BRACING AS SECTION A-A 1'). R C P �t� IONN. `" 11 SPECIFIED ON ENGINEERING EXPIRES 12/31/11 1 [ EXPIRES 6/10/11 DETAIL FOR CONVENTIONALLY FRAMED VALLEY FILL CompuTr us. Inc. VALLEY JACKS - SPACED 24 o. c. CLEAR SPAN NOT TO EXCEED 8 ' -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 - 16OR2- 2x4's. JACK POSTS - 2x4's TO BE PLACED UNDER VALLEY JACKS AT NO MORE THAN 8' -0 o.c. AND NAILED TO JACK PURLINS. JACK PURUNS - 2x4x4' -0' SPANNING OVER THREE TRUSSES UNDERNEATH AND PAR ALLEL TO VALLEY JACKS TO WHICH THE JACK POST SUPPORTS ARE NAILED. RIDGE BOARD - MINIMUM 2>6 NO. 2HEM -FIR. RIDGE POST - 2x 4's s TO BE PLACED UNDER RIDGE BOARD AT NO MORE THAN 5' -0' o.c. AND NAILED TO RIDGE PURLIN. RIDGE PURLIN - 2z4 WHOSE LENGTH IS 12 THE VALLEY WIDTH AT THE POINT A INDICATED BY A RIDGE POST. ValleyJacks RIDGE BOARD at 24' O. — NNUNG PER IBCARC 2006 i � ` TRUSS AT 24' o.c. / ` I 1 / Ridge I END WALL, GABLE END • Purlin OR GIRDER TRUSS Ridge Post Jack ,,(__I Post Ridge / Purim r Jack Pudin \ / Ridge r Board SECTION A•A Valley Pad • Jack Pudin II li ziL I II Ridge:Purlin C A Jack i ' i udin \, ]l `S- f � jl� I y c ' I _ , r<4 PROFF i �y �` fi_ r( 5 ti � /' % l � V1 � C� 1 - i �� I �� 1 Jack L. ct- l I � � ///7 _, FILE NO: CALIF FILL DETAIL A 171 OREGON . n ) __ DATE: 01/20/08 �' AN, � , �p O r ) , R u• o" REF: 25,15 -1 DES: SC . � �∎ R. C P� 1 IBC 2006 /CBC 2007 C EXPIRES 6/10111 1 EXPIRES 12/31/11 1 A SEQ: S151509 CacnpuTc-us. inc. TYPICAL HIP OVERFRAMING DETAIL Custom Software Engineering Manufacturing +Instal 2X4 bracing at flattop chord areas at 2 %0' o.c. unless otherwise noted M-1 X3 AT VERTICALS. UON. 16' -0' � PROp 44- �� < 6' 02 tu (4, f -7 _._-- ----rr"--------rr ,; Hip #5 -' I' t i� • OREGON .`O O ,. ER fi• O v #1 #2 #3 #a #5 l?' R. cPE'- 1 EXPIRES 12!311111 M-1)0 AT VERTICALS. UON. f 17-0' 14%0* / M-4# it �I ` Hlp 03 _ _ _ _ ` Hip #4 TAO K '4' _ siN . k k 17778 8 . •; 10•40° A't IONAI. -� fie i Hip #1 Hip #2 . `- L EXPIRES 6/10/11 i \/...: r FILE NO: HP OVERFRAMING For Truss Detais not show see appropriate CompuTrus design. DETAL Note: Flat peer framing material to be equal or better in size and grade of flat portion of structural member. DATE: 07/01/09 REF: 25,15 -1 DES: SC IBC 2006 / CBC 2007 A) 2x4 Post attached to each truss pael point and over head purlin COmpUTruS. kic. with 2 -t6d nails. B) 2x4 No.1 Ftem -Fir or No.2 Doug. Fir puriin at 4'0' o.c. �. c. 4 . Custom Software Engineering Manufacturing C) 2x4 No.1 Hem -Fir or No.2 Doug. Fir stiffener attach to post with 3- 16d nails. ��F WASkjk O D) lip Truss No.1 setback from end wall as noted on truss design. ; c„) � (:$ y � E) Extended end jack top chord (typical). `� ► r ' I I III I I I I II I F) Common truss. 37778 J I l G) Fip Corner Rafter. Xr A® I a� II H) 2x4 Continuous lateral bracing. --•- -1 r { rllr J) Extended bottom chord. •�+rv�w r 1 B r f B® ExPtRES 6/10/11 J ' A n� J ° - Section Y J E� i R` � R cD PROFF � rG)N F s'Q, ° FILE NO: HIP FRAMING DETAIL f` r DATE: 07/23/08 REF: 25, 15 -1 DES: SC !OREGON �.� IBC 2006 1CBC 2007 '0 `7rJc R - ��� Section X R. CPS I. Setback Ftp Truss at 24 o.c.(Typical) j EXPIRES 12!31/11 1 r • CGimpuTr us. Inc. SIDE VIEW TYPICAL END JACK Custom Software Engineering Manufacturing SEE END JACK SPAN CHART FOR REQUIRED SIZE AND GRADE DUTCH GABLE TRUSS END JACK TOP CHORD SETBACK FROM END WALL DUTCH GABLE TRUSS PER ENGINEERING r )1s LEDGER• L END JACK i i 'I\ ' Bottom Chord, Use Wedge at Comer Members or Where No Ceding is - �- Specified. _..01 1 - - I - .. - ` _ PRO4 ACKS � `Pi �i .i ".\ 'P ��� ., r OREGON Jr .4 COMMON TRUSS ' 0, 's... 0 .9 ` R 6 • � .. R.CP DUTCH GABLE TRUSS ( EXPIRES 12/31/111 _ \ SIDE JACKS A SETBACK FROM END WALL PER ENGNEERING . / END JACKS HIP RAFTER - ` R C 24" o.c. TYPICAL ,[ . • FOR SIZE AND ATTATCHMENT REQUIREMENTS .1. c V4AS ' SEE ENGINEERING O ��Q 4: Q r . ' % te 1 - FEE NO: DUTCH FRAMING • DETAIL DATE: 07/23/08 A R 17778 REF: 25 ,15-1 DES: SC yt (Al. IBC 2006 / C8C 2007 , EXPIRES 6/10/11 J COiT1FILJTf US. 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 7" 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 .tr" ,>C1'4* -CI-- Web X -01-- Web • Web \ ., -- PROFE • � 4, k,,- - --P O an-- The T brace must be at least 80% of the web length and is attached with 10d nails at 6 "o.c. throughout. fin t, OREGON 0.`n Typical at trusses 24 "o.c. only. Cr--R 6 • Ov If a 2x4 or 2x6 web requires a single brace, a 2x4 T brace may be substituted. If a 2x4 or 2x6 web requires 0 T� � 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. 1 EXPIRES 12/31/1111 Trusses at 24"o .c. typical V - Cq I 'A. * WASb. `; 4 d i p 4 O - Restraint required at Brace must be 80% of C) O 5 - each end of brace the length of the web. /' ✓� yT r i. L and at 20' intervals. i / / 2x4 lateral brace with 17778 / , �� \ Refer to CompuTrus u s Eng j \ A 'Y. * 17778 � Refer to Com uTrus E 2x4 T Brace with _ j 10d nails at6 "o.c. EXPIRES 6/10/11 I ���_. - FILE NO: Lateral Brace Detail ■ ` __-__ `' _ i........_____ /_ DATE: 0723/08 1 _.__.___ on on in in SEQ: 2787671 BC 2006 /CBC 2007 Lateral Brace Alt. Lateral Brace • IIIIIIIIIIIII1 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 =) -40) 44 7. 8 =( -282) 302 7- 2 =( -993) 466 10- 5 =( -359) 260 2x10 OF k2 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 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 OF ( 625) 20'- 0.0° -190/ 1114V -59/ 246H 5.50° 1.78 OF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF 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,1120HS,M18HS,M16 = M>Tek MT series MAX TL DEFL = - 0.001° (L/9999) @ -2'- 0.0' L /90 = 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 -07 -08 6 -02 -04 6 -02 -04 not exceed 19% at time of manufacture. T f T '( 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, x interior zone, load duration factor =1,6 M -3x4 4 m M -5x8 10 co � R tip PROF co c. `o M -3x 2 t1 .+ A � ��� � �iaG1N�F `r� 1 �,� OREG ko w PaER 6 ' �� A Qv II m 0 am '- 76• 8 9 X10 R. CP� M -1.5x3 M -3x4 M -3x4 M -3x4 i/4//9 - J, y y EXPIRES 12/31/1 7 -04 6 -02 -04 6 -05 -12 . .:._„. y 2 -00 y 20 -00 y 2-00 y . C.4 ® r 0* WASP, o JOB NAME: THE KNOLL AT TIGARD - Al �� ` " �� 2j � � � ' - c � z�r' {; Scale: 0.2712 C >./e�� `' y . WARNINGS: GENERAL NOTES, unless otherwise noted Q ,� �j 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. , Truss: A 1 and Wamings before construction commences. and approval is the responsibility engineer. of the building designer, not the r , rYr r truss designer or truss sr. 2. 2x4 compression web bracing must be installed where shown +, g 2. Design assumes the top and bottom chords to be laterally braced at 117778 3 All lateral force resisting be designed such si temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by *ti ' DES. BY: LA stability br, aa mu acing must be designeigne designer by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). /. 4M110 " 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. -" r tn,r� S EQ . : 4546864 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, / ) /90' •V,♦ design loads be applied to any component. and are for "dry condition" of use. / ., . it, • 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. Pt assumes cne dt fa a is provided. 6/10/1.1 6. This design is furnished subject to the limitations set forth by 8. Plates es shell be located eted o on both h faces es of f truss, truss, , and and placed so their center LLL EXPIRES 111111111111111111 TPINVTCA in BCSI, copies of which will be furnished upon request. Digits coincide with joint center he. 9. Digit indiccatt e size of joint in inches. CompuTrus, Inc. Software 7.5.3F(1 L) -E ig and/or is connector Eplate 1 86ignval).s see ESR -2529 (CompuTrus) IIIIIIIIIIIIIII This design prepared from computer input • by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0° IGOND. 2: 310,00 PLF DRAG LOAD.] TC: 2x4 DF #18BTR; LOAD DURATION INCREASE = 1.15 2x10 DF #2 T1 SPACED 24.0" O.C. NOTE:Design assumes moisture content does BC: 2x4 DF #18BTR not exceed 19°s at time of manufacture. LOADING WEBS: 2x4 DF STAND; Design conforms to main windforce- resisting 2x4 DF #18BTR A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding DL ON BOTTOM CHORD = 10.0 PSF P g criteria. TOTAL LOAD = 45.0 PSF Wind: 110 mph, h =35ft, TOOL= 6.0,BCDL =6.0, ASCE 7 -05, TC LATERAL SUPPORT <= 12 °OC, UON. P 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,M18HS,M16 = MiTek MT series 7 - - 6 - - r 6 - - /— 3.00 - M - 1.5x4 6 • Web braces shown ( +) may 5 be applied to either side of = web at location shown. M -4x6 4 111 I n (CPC,,, 1 o c M - 6x10 +— / r (�J CO o a , o co M -3x10 2 e' O s 1 bllIllIllIllbllb....._ IL _ . o, _ _ o _ N . _... 7 M-3x12 10 2 M -3x8 M -1.5x4 Provide Full Continuous Bearing M -3x8 1 1 ( 2 5 y J' y y ( co2Al/ao/Z 7 -04 6 -02 -04 6 -05 -12 y y / :... 2 -00 20 -00 • 2 �, '. . C...441" � � � � EQ PRQFFS '� F WAsk ; JOB NAME: THE KNOLL AT TIGARD - A GE 3cal , ; . , `` , ' � p � � o k V .1 ° z r w • 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. R . �t - Truss: A GE and Warnings before construction commences. and approval is the responsibility of the building designer, not the O REGON /� r A. a 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. CI ti / 2. Design assumes the top and bottom chords to be lateraly race bd at 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. I � O E R O V p 17778 DES . BY : LA 2' o.c. and at 10' o.c. respectively unless braced throughout their lene Q 6 • 4 continuous sheathing such as plywood sheathing(TC) and/or drywall(B Q I, � DATE : 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + J`� P , � � 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. R. C k S EQ.: 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 environrrrp,rf A / /4, S 1 / /^ f: f O NA1. design loads be applied to any component. 5. C has no control over and assumes no responsibility for the and are for "dry condition" of use. JJ 7 / o 6. Design assumes full bearing at all supports shown. Shim or wedge Ely / � 3 TRANS ID: 284629 necessary. C EXF IRES 1 22r�/31/11 4 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 B. Plates shall be located on both faces of truss, and placed so their center l EXPIRES 6/10/11 IIIIII VIII II I I III II II II II VIII IIII IIII TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 111 9. Digit indicate 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). 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 8188TR; LOAD DURATION INCREASE = 1.15 1- 2 =( -36) 33 2- 9 =( -299) 2964 3- 9 =( 0) 308 2x10 OF 82 T1 SPACED 24.0° O.C. 2- 3 =( -3181) 688 9 -10 =( -293) 2974 3.10 =( -879) 102 BC: 2x4 DF 818BTR 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 R18BTR 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 =( -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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0° -231/ 1422V -152/ 246H 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) 34'- 0.0° -162/ 355V -152/ 246H 5.50° 0.53 OF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.002' (L/9999) @ -2'- 0.0° L/120 = 0.200' M,M2OHS,M18HS,M16 =MiTek MT series 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 Wind: 110 mph, h =35ft, TCDL= 6.0,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, MFRS, 3.00 7 8 interior zone, load duration factor =1.6 M -2x4 6 M- 5x5(S) PROVIDE SUPPORT E O PROF 045" A Fs cr) et c•-, . �G1NFF �o o, M -3x4 tr tv 'Q 0 4 CO M -6x8 •+ � , OREGON ��D ` J c.) SA �� �QRER 6' p� 9 1 11 12 (/4/10.' R .. CP ° M -3x6 M -1.5x3 8 .25" M -3x4 M -3x51 M- 5x5(5) EXPIRES 12/31/11 y y y y y y 7-05-12 6-08-05 6-08-05 6 -10 -01 y y R :, • C`�' ":< <; 2-00 (PROVIDE FULL BEARING;Jts:2.12,7I 34 -00 2 -00 ; ®�. • OF WA$ji JOB NAME: THE KNOLL AT TIGARD - B1 Scale: 0.1899 r C4 y :- i %. WARNINGS: GENERAL NOTES, unless otherwise noted: l B1 1. Builder end erection contractor should be advised of ell General Notes 1. This truss design is adequate for the design parameters shown. Review �l4 r ,, T r us s : B 1 and Wamings before construction commences. and approval is the responsibility of the building designer not the '' t 'r ''''S 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 a g be 9 by designer force resisting designed such as temporary and pstruc structure. A � 7778 1 DES. BY LA stability bili bracing must be desi nee complete 2' o.c. and at 10' o.c. respectively unless braced throughout their length by 6�•' 9 of P late structure. continuous sheathing such as plywood sheething(TC) and /or drywall(BC). I: DATE • 5/4/2010 CompuTrus assumes no responsibilty 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. ".. \ te��� 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, f /4/ / / ^ •V ` design loads be applied to a component. and are for "dry condition" 01 use. Y •., TRANS ID: 284629 5. CompuTrus has no control over and assumes no responsibilly 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. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of buss, and placed so their center i EXPIRES 6/10/1'1 IIIIII VIII III I I III VIII II Ii VIII III IIII TPIANTCA in BCSI, copies of which will be furnished upon request. Digits indicate coincide with joint center lines. 9. Digits ndicatt ce e size or joint 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). • IIIIIIIIIIIII1 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 #168TR; LOAD DURATION INCREASE = 1.15 1- 2 =( -36) 33 2- 9 =( -2263) 2312 3- 9 =( -534) 242 2x10 DF #2 T1 SPACED 24.0° O.C. 2- 3 =( -3989) 3897 9.10 =( -11) 40 3 -10 =( -1848) 1840 BC: 2x4 DF #188TR 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 #188TR 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'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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.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/ 4994H 336.00' 2.22 DF ( 625) vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 7'- 5.7° -102/ 666V -2248/ 22780 336.00' 1.07 DF ( 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) Connector plate prefix designators: 34'- 0.0' -658/ 770V -3832/ 38750 5.50" 1.15 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,1116 = 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. 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 6 M- 6x6(S) PROVIDE SUPPORT 'SOL � O PROpe„, 0.g5" c „S ,t4GINF4, 0 M of M 4x6 c 0 1 - i rno OR EGON -. ._- ..._._ ......... ... .. ._ -. , I_ - ....... s - C. M -3x4 1 . 25 " M - 12 EXPIRES - 12/31/1 M -3x8 M- 5x6(S) M -5x6 y * Provide Full CDntiny0us Bearing y y �' y 7-05-12 6-08-05 6 08 05 6-10-01 y y. ' • 2 -00 34 -00 2 -00 (:) ,0* WAStij CV JOB NAME: THE KNOLL AT TIGARD - B1 FW �n � ., ;•: 9 . t _ :: Scale: 0.1796 y r • WARNINGS: GENERAL NOTES, unless otherwise noted: _ rj f p C��� 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review . 1( „ . Truss: B 1 f I and Wamings before construction commences. and approval is the responsibility of the building designer, not the truss designer or truss engineer. A 2. 2x4 compression web bracing must be installed where shown +, 2. Design assumes the top and bottom chords to be Iateralty braced at 3. All lateral force resisting elements such as temporary and permanent ' ' 8 DES. BY: LA stability bracing must be designed by designer of complete structure. 2' o.c. and at 10 o.c. respectivefy unless braced throughout their length by rp 1 7777778 continuous sheathing such as plywood sheething(TC) and/or drywall(BC). �. 59 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. I ON AL , SEQ.: 4546867 fasteners are complete and at no time should any loads greater man 5. Design assumes trusses are to be used in a noncorrosive environment, , / 4 / / ^ �. • .., V 5 NA L4 design loads be applied to any component. and are for "d condition" of use. Y 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. A 6. This design is furnished subject to the limitations set forth by 6. Plates shall be located on both faces of truss, and placed so their center EXPIRES 6/10/1.1 1.1 IIIIII VIII II II I III VIII VIII VIII IIII IIII TPI VJTCA in BCSI, copies of which will be furnished upon request. D igit coincide with joint a center lines. 9. Die o indicate size of plate te in inches. CompuTrus, Inc. Software 7.5.3F(1 L) -Z 10. For basic connector n plate de design values see ESR -2529 (CompuTrus) IIIOIIIIIIIIIII 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 #1 &BTR; LOAD DURATION INCREASE . 1.15 1- 2 =( -36) 33 2- 9 =( -2263) 2312 3- 9 =( -534) 242 2x10 DF #2 T1 SPACED 24.0' O.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: 2x4 DF STAND; LOADING 4- 5 =( -2978) 2945 11 -12 =) -15) 51 4.11 =( -2562) 2518 2x4 DF #1 &BTR 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'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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.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/ 4994H 336.00° 2.22 DF ( 625) 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/ 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) 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,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 = 0.032' (L/ 738) @ 36'- 0.0' L/120 = 0.200' MAX TL DEFL 27" (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 6 - 01 - 12 system and components and cladding criteria. T T T r f f 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 s M -3x4 M - 6x6(S) 6 PROVIDE SUPPORT �� aO PROP >r 0. ?5" C., �G1NEl4. ./ IN el 44 4 , . . , r;, M -4x6 0 4 rn . M -5x12 +l °' • OREGON �A? / T T R. •CP� ° / M -gx4 18.25' M -3 12 EXPIRES 12131/1 M -3x8 M- 5x6(S) M -5x6 Provide Full C.ntinuous Bearing . °= y y 7 -05 -12 6 -08 -05 6 -08 -05 6 -10 -01 y y R• �-1 ,. ` ` 2-00 34 -00 2 -00 0 � C X WAS4/4/ 16 JOB NAME: THE KNOLL AT TIGARD - B1 GE Scale; 0.1796 - C y4r - .:A - `% ° Z 1,..„ t. WARNINGS: GENERAL NOTES, unless otherwise noted: / 1. Builder end erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review OP; Truss: B1 GE and Wamings before construction commences. and approval is the responsibility of the building designer, not the 4: f i':: f 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 77'78 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 " H g g by 9 P continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). . �1, niS OISIVW 4. 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. " • Sr, fn�a _i S EQ.: 4546868 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, � / � / / ^ if •V /V+ design loads be applied to any component. and are for "dry condition" of use. YY , ,.. i1 ,' 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. 6/10/11 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 f EXPIRES . 1111111111111111111111 TPI WTCA in SCSI copies of which w ll be furnished upon request. D icoincide indicate cn ae with joint center he. 111 9. Digits ndicate siz ze of plate ta in inches. CompuTrus, Inc. Software 7.5.3F(1 L) -Z 10. For basic connector plate design valu values see ESR -2529 (CompuTrus) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIDNS TRUSS SPAN 30'- 0.0° IRC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCM TC: 2x4 DF 616BTR; LOAD DURATION INCREASE = 1.15 1• 2 =( -115) 124 9 -10 =( -311) 304 9- 2 =( -1558) 832 13- 6 =( -501) 139 2x10 OF 62 T1 SPACED 24.0' 0.C. 2- 3 =( -1530) 35 10 -11 =( -101) 1463 2.10 =( 0) 1542 BC: 2x4 DF k16BTR 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 N18BTR 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 <= 12'0C. 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 VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0° -395/ 1573V -6/ 246H 5.50' 2.52 OF ( 625) considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 23'• 8.5" -165/ 1412V 0/ OH 5.50' 2.26 DF ( 625) 30'- 0.0" -162/ 357V -6/ 246H 5.50' 0.53 DF ( 625) Connector plate prefix designators: C,CN,CI8,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 = - 0.055° (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,BCDL =6.0, ASCE 7-05, 3 - - 6 - - 6 - - 6 - - 6 - - Enclosed, Cat.2, Exp.B, MWFRS, i f ,( , f r interior zone, load duration factor =1.6 /- 12 8 3.00 v - _. • M -2x4 . M- 5x5(S) ' PROVIDE SUPPORT ,�C Op 0.g5" ?�� � GiNF F 4D r Cr 'Q �y rn M -3x4 O 4 c; m c, M -5x8 ,+ A °' • OREGO . M -3x 2 i I P 9ER 8 N A d co w �Q: Nc- ^� 9 10 1 12 13 __ - I M -1.5x3 d•25" M -3x4 M -3x41 EXPIRES 12/31/1 M -4x5 M- 5x5(S) y 3-04 6-10-01 6 08 05 6-10-01 > y ;` 9.•' -ii 6 -00 (PROVIDE FULL BEARING:Jts:9,13.7' 30 -00 2 -00 j ;:Q� 0 *WASjii ® • , JOB NAME: THE KNOLL AT TIGARD - B2 Sale: D.,796 > r h � , ° 1 .4 WARNINGS: GENERAL NOTES, unless otherwise noted: -�i1 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review `` . �lr „ ' Truss: B2 and Wamings before construction commences, and approval is the responsibility of the building designer, not the : tti >, 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 elements such as temporary and permanent � 7 � 778 ,r^C1 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). •, gh+'.J..IcT��'V DATE 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown .r. 4 No load should be applied to any component until after at bracing and 4. installation of truss is the responsibility of the respective contractor. -. X ION SEQ.: 4546869 fasteners are complete and at no time sho uld non- corrosive loads greater than 5. Design assumes trusses are to be used in a nonorrosive environment, f / /^ : A VIV design loads be applied to any component. TRANS ID: 284629 5. CompuTrus has no control over and assumes no responsibility end are for 'dry condition" of use. / Y s for the e. Design assumes full bearing at all suppo is shown. Shim or wedge if ' fabrication, handling, shipment and installation of components, necessary. 7. Pt assumes adequate drainage is provided. 6/10/11 8. This design is furnished subject to the limitations set forth by 8. Plates es shag be loccated ed on on both f fecc truss, es of truss, , and placed so their center 1 EXPIRES IIIIII VIII VIII I III VIII II II VIII II (III TPI NlTCA 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) -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 30'- 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 =( -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 2.10 =( -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 #1 &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 '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 SO.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/ 2744H 288.00' 1.26 DF ( 625) 10'- 2.1° -713/ 1237V -1862/ 1871H 288.00° 1.98 OF ( 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 OF ( 625) C,CN,018,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" 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. 1 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. 1' '( '( f '1' Wind: 110 mph, h =35ft, TCDL= 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 ED PROF M 6X6 ( ) a5 PROVIDE SUPPORT �\ gS GI F � s ` S � O e� r� ' M -4x6 rn o r. rn G M-5x12 -FE co OREGON � . � M - 4x8 �' . I .+ !O.OFER � T r T • 1 _ -- __ � fl4lro R. CP 9 M -4 16.25�� M 1x 13 EXPIRES 12/3111 M-3x4 M-5x6(S) M -5x6 - I L Provide full Continuous Bearings I 3-04 6-10-01 6 08 -05 6-10-01 y y g• C� ' 6 -00 30-00 2 -00 C) � WAS . 4, -4 0: i O 'C JOB NAME: THE KNOLL AT TIGARD - B2 FIN Scale: 0.1796 ' r " . y ` ' ' 1 ° r. WARNINGS: GENERAL NOTES, unless otherwise noted: B2 C1�� 1. Builder end erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review , �i , Truss: B 2 1 W and Wamings before construction commences. and approval Is the responsibility of the building designer, not the n 2. 204 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 17778 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 drywall(BC). I., 9 i : = :' DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + 4. No load shoukl be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. " k Inw,.' SEQ.: 4546870 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive I ONA� orrosive environment, f / ¢ / /9 1:' + design loads be applied to any component. and are for "dry condition" of use. TRANS ID: 284629 5. CompuTrus has no control over end assumes no responsib:Oly 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. 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 so their center 1 EXPIRES 6/1 V! 1 . 1 IIIIII VIII VIII I III VIII VIII VIII IIII III) TPIANfCA in SCSI, copies of which will be furnished upon request. D i i lines coincide with joint center tines. 9. Digits indicate size of plate ate in inches. CompuTrus, Inc. Software 7.5.3F(1 0-Z 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 11111011 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 TCR ' TC: 2x4 DF 918BTR; 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 -10 =( -2922) 2978 BC: 2x4 DF 618BTR 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 9188TR 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'OC. UON. TOTAL LOAD = 45.0 PSF 7- 8 =( -45) 40 12- 5 =( -2100) 1884 BC LATERAL SUPPORT <= 12'0C. 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/ 2744H 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,1116 = 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 ICOND. 2: 310.00 PLF DRAG LOAD. I be applied to either side of web at location shown. 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. ( T ( T f 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 ,c :i 6 R 0 PROP M 6x6 ( O S ) �5 PROVIDE SUPPORT '<' . ` co eo co M -4x6 O CD Ch M - 5x 12 '^ °' • OREGON � M -4x6 J +- ` i,' � �RER �' M,, 2 f O rn y` ,I_ 11111!■.. Q f ' sr /4 / /o R ' • g "._.__._ 42 10 .__. -. , _ . ,_ -_._ -� M �x6 13 EXPIRES 92/31/1 16.2 M -3x4 M- 5x6(S) M -5x6 i y Provide Fy11 Continuous Bearing y y y , 3 -04 6 -10 -01 6 -08 -05 6 -10 -01 , y • , g• �� , _ 6 00 30 -00 2 -00 r A ir � WASy c ® 't .. ,...: JOB NAME: THE KNOLL AT TIGARD - B2 GE Sale, 0.,,96 rn h � � z WARNINGS: GENERAL NOTES, unless otherwise noted: J 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 Truss: B2 GE and Warnings before construction commences. and approval is the responsibility of the building designer, not the ryt 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 �Q DES. BY LA 3 Aa lateral force resisting elements such as temporary and permanent 2 and at 10' o.c. es plywood unless braced throughout their length by - ?„ T 17 ti 77 stability bracing must be designetl by designer of complete structure. continuous sheathing such as pywood sheathing(TC) and/or drywall(BC). �. QIly 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. tl A� 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, J I ) /^ •V A i• design loads be applied to any component. and are for "dry condition" of use. / Y . , t 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 fabrication, handling. shipment and installation of components. necessary. 7. P assumes adequate drainage is provided. p f EXPIRES 6110111 I 8. This design is furnished subject to the limitations set forth by 8. Plates es shell be located ated o on both faces of f truss, and placed so their center li nd IIIIII VIII VIII III VIII VIII VIII IIII IIII TPIM?CA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of pieta 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 -1966 (MiTek). IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 1.0° IRC 2006 MAX MEMBER FORCES 4WR /D0F /Cq =1.25 TCM TC: 2x4 DF 016BTR; LOAD DURATION INCREASE = 1.15 1.2 =( -34) 33 2- 5 =( -85) 1079 3 -5 =( 0) 329 2x10 DF 02 T1 SPACED 24.0° 0.C. 2.3 =( -1194) 331 5- 6 =( -78) 1090 3 -6 =( -1158) 185 BC: 204 DF 016BTR 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 <= 12'0C. 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 = 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 DF ( 625) REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. Connector plate prefix designators: @ •2'- 0.0' //120 = 0.200' 999 /9) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL DEFL = 0.002" MAX LL DEFL = 0.002° (/ L / 9 999 ) @ -2'- 0°0° /190 = 0.267' 61,M2OHS,M18HS,M16 = NiTek MT series AND BOTTOM 0609D 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. '( '( 'Wind: 110 mph, h =30ft, TCDL =6.0,BCDL =6.0, ASCE 7-05, 12 Enclosed, Cat.2, Exp.B, MWFRS, 3.00 M - 1.5x3 interior zone, load duration factor =1.6 4 -/ i M -5x10 o 0 o v v c. _ 4 < < �EO PROp , m„,_ 2 T� Q4 cp � �GINFF • ,s = 5 -.6 • - OREGON . M -3x4 M -1 .5x3 M -3x4 � . c!„.• jP8ER 6 N. v O f 1 4 �10 r R..CPs`- y y _. 7 -05 -12 6 -07 -04 • EXPIRES 12/3111 y y y 2 -00 14 -01 .. t . t ` - C 41 . F WASiij " JOB NAME: THE KNOLL AT TIGARD - 01 Scale: 0.4079 h� ° x ' t'' WARNINGS: GENERAL NOTES, unless otherwise noted: ,..;',.,/ c; =:' - :# 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review , , «,'.,' - r Truss: C 1 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. 3, All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at .r 17778 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 j � ., continuous sheathing such as plywood 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 ++ 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 sa. At t S EQ.: 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, f / 4 ) / 0 • - , - fW design loads be applied to any component. and are for "dry condition" of use, 6. Design assumes full bearing at all supports shown. Shim or wedge if r ,`� TRANS ID: 284629 5. CompuTrus has no control over and assumes no responsibility for the • necessary. 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 6. Plates shag be located on both faces of truss, and placed so their center EXPIRES 6110/11 IIIIII VIII II II VIII VIII II II VIII III IIII TPIIWTCA in SCSI, copies of which w ll 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) -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 14'- 1.0' ICOND. 2: 310.00 PLF DRAG LOAD, I TC: 2x4 DF 418BTR; LDAD DURATION INCREASE = 1.15 2x10 OF 42 T1 SPACED 24.0' 0.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. BC: 2x4 DF 418BTR 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 BOTTDM 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 =30ft, 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 7 - - 6 - - T T T 12 3.00 o M- 1 M -5x12 wo 0 v o v l.� 2 . "r: . ....- co Cr) 1 ii III • / 777 /7/////// 777///////////////////////////////////////////// //////// / / / / // // / / / / / / / / / / / / / / / / / / / / /// 5 6 M -3x5 M -3x4 M -3x8 Provide Full Continuous Bearing y y > 7 -05 -12 6 -07 -04 y 1 2 -00 14 -01 . * WASlij •; • JOB NAME: THE KNOLL AT TIGARD - C GE Scale: 0.5 0 � �'GIN4.. ( 1E 0 - (4 r . ' o Z t"1 . WARNINGS: GENERAL NOTES, unless otherwise noted: 7 /� 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review .: ' ',4 r T r u s s : C GE 1.7E and Warnings before construction commences, and approval is the responsibility of the building designer, not the ` tE + 4 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 OREGON m A 17778 3. All lateral force resisting elements such as temporary and permanent 't' , 100r DES. BY: LA stabili ty bracing 9 must be desi ned by g P designer of complete structure. 2 ' o.c. and at 10' o.c. respectively unless braced throughout their length by �T continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). �A. . aired V CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ i _ t DATE: 5/4/2010 p p ty g P 9 g g q g ER 8 ' O 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. Q .. 2 "„ SEQ.: 4546873 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' r • 074141 design loads be applied to any component. and are for "dry condition" of use. J R. r+ P � f / / /Y ^ . , . J., 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 f l ¢ / , V 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 B. Plates shall be located on both faces of truss, and placed so their center I EXPIRES 12/31/11 EXPIRES 6/1 W 1.1 necessary. 777777 VIII VIII I III VIII VIII VIII IIII IIII TPIANlCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center he. id 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 -1988 (MiTek). II'IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.0" IRC 2006 MAX MEMBER FORCES 4WR /D0F /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 616BTR SPACED 24.0" 0.C. 2 -3 =( -994) 250 6 -7 =( -106) 945 2 -6 =( -163) 952 WEBS: 2x4 OF STAND 3 -4 =( -130) 136 6 -3 =( -61) 223 LOADING 3 -7 =( -1042) 132 TC LATERAL SUPPORT <= 12'0C. 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 SO.IN. (SPECIES) OVERHANGS: 24.0' 0.0° 0'- 0.0° -147/ 888V -57/ 139H 5.50' 1.42 DF ( 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,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.002' (L/9999) @ -2'- 0.0' L/120 = 0.200° M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF 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 '1 system and components and cladding criteria. 12 Wind: 110 mph, h =30ft, TCDL= 6.0,BCDL =6.0, ASCE 7-05, 2.00 v Enclosed, Cat.2, Exp.B, MWFRS, M interior zone, load duration factor =1.6 4 M - 3x4 a 3 M -3X4 0 2 1 + �>Gp PROFF owl co co Lo � �.C.: �ti�G,��F O N •'/ © OREGON te 5 6 x 7 � �A M -1 .5x3 3x4 M -3x4 � r � ER 6 ' ��� sr./4//0 rR. cP • y y y 8-01-04 804-12 EXPIRES 12/31/1 2 -00 16 -06 r �0* MS4/ 0 JOB NAME: THE KNOLL AT TIGARD - D Scale: 0.3564 °` ''Z ` : WARNINGS: GENERAL NOTES, unless oNerwise noted: ..'..i/44':' 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review - Sit :. y „ Truss: D1 and Wamings before construcbon commences. and approval is the responsibility of the building designer. not the : i t k"... - ,V:':' 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 17778 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 T. J L DATE' 5/4/2010 9 plywood sand/ordrywall(BC). 1. CompuTrus assumes no responsibility tor 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. 1l EQ non- corrosive .: 4546874 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a nonorrosive environment, � / ^ 1 • VPI/W TRANS ID: 284629 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition" of use. /. y „ ., B. Design assumes full beadng 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 B. Plates shall be located on both faces of truss, and placed so their center EXPIRES 6110/11 III II IIII II II I III VIII I! II VIII IIII IIII TPI WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. lines indicate size of 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). IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.0' ICOND^ 2: 310.00 PLF DRAG LOAD. I TC: 2x10 DF #2 LOAD DURATION INCREASE = 1.15 BC: 2x4 OF M16BTR SPACED 24.0" 0.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. WEBS: 2x4 DF STAND; LOADING 2x4 DF k16BTR 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 BC LATERAL SUPPORT <= 12 °0C. UON. CDL 30ft Wind: 110 mph, h =, Cat.2, CDL T= 6.O,B MFRS, ASCE 7 -05, M , 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 REDUIREMENTS OF IRC 2006 AND INC 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,MIBHS,M16 = MiTek MT series 8 - 8 - 1 1 1 12 2.00 v M -2x4 4 - / Web braces shown ( +) may be applied to either side of web at location shown. M -3x8 �oP CH ° �° saio M 3x10 0 2 in LO ear H- il 5 6 7 M -3x10 M -3x8 M -1.5x4 Provide Full Continuous Bearing 1 1- .,I- 8-01-04 8 -04 -12 y y 2 -00 16-06 45:- PROFes C IZ � �5 �G1NF�. �o � wwsyi 4c `' � ' O ,0116 • JOB NAME: THE KNOLL AT TIGARD - D GE S cale: 0.4189 �� r y � ;'' ° 'Z � r • WARNINGS: GENERAL NOTES, unless otherwise noted: - � • / � � 2 '^ 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 .. oft Truss : D GE and Wamings before construction commences, and approval is the responsibility of the building designer, not the > N � - - rt 2. 204 compression web bracing must be installed where shown +. truss designer or truss engineer. gn assumes if V 2. Design the top and bottom chords to be laterally braced at • gE R 6 ^ 3. All lateral force resisting elements such temporary and permanent p .1 7778 DES. BY: LA stability bracing must be designed by designer of complete structure, 2 and at 1 g o.c. respectively pN unless braced throughout their length ff, 4h M+ ,.Jwro. continuous such as sheathing such as plywood e where and/or drywall(8C). ), e •, i DATE: 5/4/2010 CompuTrus assumes no responsiDiGN for such bracing. 3. 2x Impact bridging or lateral bracing requirmired d where ere s shown ++ R C P . � 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. / .4 °" k .. S EQ .: 4546875 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a noncorrosive environment, J 7 / lO r / / • VPI/W „ TRANS ID : 284629 - • design loads be applied to a component. 5. CompuTrus has no control over and assumes no responsibiGry for the end are for "dry condition' of use. B. Design assumes hill bearing at all supports shown. Shim or wedge if EXPIRES 12/31/11 Y - necessary. ... _. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage N provided. 6/10/11 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 1 EXPIRES IIIIII VIII VIII VIII VIII III VIII IIII IIII TPINYTCA in SCSI copies of which win be furnished upon request. lines coincide with joint center lines. 9. lines 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 -1968 (MiTek). IIIIIIIIIIIIIII ' This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIDNS 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 OF #2 T1 SPACED 24.0° 0.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. VON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0' 0.0' LIMITED STORAGE GOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.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" (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 = - 0.226' (L/1438) @ 7'- 5.8' L/240= 1.354" MAX TL DEFL = - 0.408' (L/796) @ 7'- 5.8' 1/180 = 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,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, MFRS, interior zone, load duration factor =1.6 7 -07 -08 6 -10 -01 6 -08 -05 6 -10 -01 T .f 1' , ,f 12 2.00 v M -1.5x3 M- 5x5(S) 6 -/ 0.4 _____--------- M 4 0 M -5x10 ti o ° � 1 2 T1 cm or y M 3x8 M - a 0'25 M -3x5 M -3x6 - 10 M- 5x8(S) b 1' ), ), y 7 -05 -12 6 -08 -05 6 -08 -05 7 -01 -09 y y 2 00 1 28 00 y`. IX. Ci .,:, JOB NAME: THE KNOLL AT TIGARD - El Scale: 0.2722 ¢ 4, • 4, ..A � � -4 y -• '' /' r WARNINGS: GENERAL NOTES, unless otherwise noted: ,e01 �' 1 - 4 ;,•� ! 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 .. {� 0/4 Truss: E 1 and Wamings before construction commences. and approval is the responsibility of the building designer, not the • OREGON `b , = ti 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 0 A O r . DES. BY: LA stability bracing must be designed by designer of complete structure. 3. All lateral force resisting elements such as temporary and permanent �,. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by � V continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). �E F2 6 • 1. DATE : 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + � T 4. Na load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. r P IONS S EQ.: 4546876 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, 1^ r 1 ) / ^ I : design loads be applied to any component. and are for "dry condition" of use. (/ Al /Q - � , 1 TRANS I D : 284629 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes lull bearing at all supports shown. Shim or wedge if 7 necessary. EXPIRES 12/31/1 fabrication, handling, shipment and installation of components. 7- n Design e assumes adequate drainage is provided. 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 . - - - - - 1 EXPIRES 6/10/1.1 IIIIII VIII VIII I III VIII VIII I II III) IIII TPI WTCA in SCSI, copies of which will be furnished upon request. D i i lines cc with joint inn lines. 9. Digits 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). IIIIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0° ICOND. 2: 3t0.,LfL2LLIIRAG LOAD. I - TC: 2x4 DF 01 &BTR; LOAD DURATION INCREASE = 1.15 SPACED 24.0' 0.C. NOTE:Design assumes moisture content does 2x10 OF T1 not exceed 19% at time of manufacture. BC: 2x4 OF #1& 1 &BTR LOADING WEBS: 2x4 OF 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 °OC. UON. TOTAL LOAD = 45.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. 30f TCOL BCOL Wind: 1 Enclosed, 3Of mph, h = 2, CDL MWFRS, = 6.O,=6.o, 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,M2OHS,M18HS,016 - 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 2.00 12 M -1.5x4 M- 5x6(S) 6 —/ i x 0.25" M -3x8 a + o M -5x12 — o + + LO 0 2 r/— 1 T — oo 0 7 8 0.25 9 10 M -3x6 M -3x4 M -3x8 M- 5x6(S) M -3x8 y y Provide Full C Bearing y y 7-05-12 6 -08 -05 6 -08 -05 7 -01 -09 y y , 2-00 28-00 p PROF ,.. ::.A . 44 WAS ® r , E 4 JOB NAME: THE KNOLL AT TIGARD - El FW scale: D.296 rj, 0 � � �� �GIN4. .p s s' % fir . "'` c I ° � �r' ' - WARNINGS: GENERAL. NOTES, unless otherwise noted: . , =J 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. . . �tr r o . ', Truss: E 1 FN and Wamings before construction commences. and approval is the responsibility of the building designer, not the (� truss designer or truss engineer. - 2. 2,4 compression web bracing must be installed where shown +. 2. Design assumes the top and bottom chords to be laterally braced at OREGON m _ 3. All lateral force resisting elements such as temporary and permanent �� J q 17778, _ _ 2 o.c. and at 10 o.c. respectively unless braced throughout their length by � o, / 1RG�' DES. BY : LA stability bracing must be designed W designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). . y DATE: 5/4/2010 CompuTrus assumes no responsibility O O for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ QE R 6 • O 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 S EQ.: 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. , - ,.. � / 1. N^�.. design loads be applied to any component. 5, CompuTrus has no control over and assumes no responsibility for the and are for "dry condition" of use. B. Design assumes full bead" at all supports shown. Shim or wedge if R. P .1' J 41 /9 . ,. i _, ,, - TRANS ID: 284629 necessary. / / / O fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. /q 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 so their center i EXPIRES 12127 /1 1 EXPIRES 611 W /11 lill I VIII II II I I I VIII VIII VIII IIII IIII TPIANTCA in BCSI, 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 -1988 (MiTek). 1111111011 This design prepared from computer input by r 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 DF #2 T1 SPACED 24.0° 0.C. 2- 3 =( -2049) 14 B- 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 <= 12'00. 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 SQ.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 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = 0.138' (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 = 1.539' 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, MFRS, interior zone, load duration factor =1.6 3 -07 -08 6 -10 -01 6 -08 -05 6 -10 -01 1' 1' '( . 1' 12 2.00 v M -1.5x3 M- 5x5(S) 6 -7 0.2 §" ro M -3x4 4 0 ea M -6x8 \ u o M -3x10 Co 2 0 c+ 1 11 a_ _ Mel �� 7a' 0.25" 9 - 10 ° 11 M -1.5x3 M -3x4 M -3x5 MHS -5x14 M- 5x5(S) ) l- 1 y y 3 -04 6 -10 -01 6 -08 -05 7 -01 -09 < 6 -00 24 -00 ���y /o ® JOB NAME: THE KNOLL AT TIGARD - E2 sale, D.2722 � `� � �� M d Jr x c . WARNINGS: GENERAL NOTES, unless otherwise noted: j' �/1 , y :-! 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 "f/" ��- u � t ,,. Truss: E2 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. OREGON / � 2. Design assumes the top and bottom chords to be laterally braced at T 17778 3. All lateral force resisting elements such as temporary and permanent o.c. and at 10 O 1 A �1 ' ' o.c. respectively unless braced throughout their length by V ' f V DES. BY : LA stabifty bracing must be designed by designer of complete structure. 2 continuous sheathing such as plywood sheathing(TC) and/or drywall(Bq. RE 6 • O I, �, srai DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ Off, • ' -. 2 `C 1 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. .'.• 401. L.,.. corrosive environment, . T R. G ` P e / 4 / 10 . SEQ.: 4546878 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a •v1V � TRANS ID: 284629 design loads he applied to any component. 5. CompuTrus hes no control over and assumes no responsibifiy for the and are for "dry condition" of use. 8. Design assumes full horn bearing at all supports shown. Shim or wedge if f/41/0 / Y i; ' ,- necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided ' `� +;',, i`I�E(; r`i,; I` 01 8. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, end placed so their center - EXPIRES 611 W 1 1 III II VIII VIII VIII VIII II II VIII IIII IIII TPI WTCA in SCSI, copies of which will be furnished upon request. Digits coincide with joint center he. 9. Digits indiocat ate 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 24'- 0.0' ICOND, 2: 310.00 PLF DRAG LOAD, I TC: 2x4 DF #18BTR; LOAD DURATION INCREASE = 1,15 NOTE:Design assumes moisture content does 2x10 OF 92 Ti SPACED 24.0° O.C. not exceed 19% at time of manufacture. BC: 2x4 DF #1 &BTR LOADING WEBS: 2x4 DF S 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'OC. UON. TOTAL LOAD = 45,0 PSF BC LATERAL SUPPORT <= 12'0C. UON. Wind: 110 mph, h =30ft, TCDL= 6.0,BCDL =6.0, ASCE 7 -05, LIMIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL Enclosed, Cat.2, Exp.B, MWFRS, 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 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 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 1 ' '( T -f T 12 2.00 M -1.5x4 v M- 5x6(5) 6 — z 0.2i" M -3x8 4 + O M -5x10 c9 _ + + ul o� M23x8 + r �� lie - - 7 8 0 "25" 9 10 11 M -3x12 M -3x8 M -1.5x3 M- 5x6(S) M -3x8 Provide Full Continuous Bearing y ), y 1, .y 3 -04 6 -10 -01 6 -08 -05 7 -01 -09 � .D PROP O F • WAS1ij ® >. Co �G1NFF S mt ) .V! Cho e JOB NAME: THE KNOLL AT TIGARD - E2 FW Scale: 0,296, Cot y Z t"�' WARNINGS: GENERAL NOTES, unless otherwise noted . % k , .' w 4 C F VV �i11 1. Builder end erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review I ,�IJ Z.0 d , . Truss: E 2 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. • OREGON ^ - , 2. Design assumes the top end bottom chords to be laterally braced at 17778 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 j A rf DES. BY: LA stability bracing cing must be designed by designer of complete structure. continuous sheathing such es plywood sheathing(TC) and/or drywall(BC). I bf� 6 14 DATE: b _ DATE - 5 / 4 / 2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + 0 E R Q �1 4. No load shoukd be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. X )n � At SEW .: 4546879 fasteners are complete end at no time shoudd any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, ( s / • V M .. • design loads be applied to any component. 5. CompuTrus has no control over end assumes no responsibility for the and are for "dry condition" of use. 8. Design assumes full bearing at all supports shown. Shim or wedge if �l 10 R- C P Q ' f l4 / �o -. t„ .'t1 TRANS ID: 284629 necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. EXPIRES RES 12/31/11 Ex PiRES 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 611 W 1 1 IIIIII VIII VIII I III III VIII VIII IIII IIII TPI WfCA in SCSI, copies of which w ll 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). .r • . IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0° IRC 2006 MAX MEMBER FORCES 4WR /ODF/Cq =1.25 TCM ` TC: 2x4 OF 818BTR; LOAD DURATION INCREASE = 1.15 1- 2 =( -23) 23 2- 7 =( -2749) 2906 3- 7 =( -1094) 231 11- 6 =( -239) 125 2x10 DF 82 T1 SPACED 24.0° 0.C. 2- 3 =( -4354) 4499 7. 8 =( -154) 14 3- 9 =( -2130) 3121 BC: 2x4 DF lt18BTR 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 °OC. 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 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) REOUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING NET. 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/ 2823H 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 DF ( 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 PIF DRAG LOAD. I 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, MFRS, 7 6 6 08 05 6 interior zone, load duration factor =1.6 1' T T - T 12 2.00 M -1.5x4 v M- 5x5(S) 6 -,,, t 0.2 �*..RE PROFF`rsi M -4x4 �� aG tfY� F 4 + ,- 'P M -6x16 o .� g • O R E GON ^� CD 2 nj �.°j O ER 0.O _ 9 - � c, M -3x8 M - 6 0.25" M -3x6 M -3x6 °11 f. //o R C.P Provide Full Continuous Bearing M- 6x16(S) EXPIRES 12/31/1 k J' y , ), y 7 -05 -12 4 -05 -12 2 -02 -09 6 -08 -05 7 -01 -09 y 2 00 y 28 00 )' .. IX• k.� • �. F WASjrj h JOB NAME: THE KNOLL AT TIGARD - E GE sale: 0.2472 r n 41 : ° WARNINGS: GENERAL NOTES, unless otherwise noted: s J' 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review J l • „ Truss: E GE and Wamings before construction commences. and approval is the responsibility of the building designer, not the fi. 1 NkSt:', 2. 204 compression web bracing must be installed where shown +, truss designer or truss engineer. _ 3. All lateral force resisting elements 2. such as temporary end permanent 2. Design assumes the top and bottom chords to be laterally braced at 1'77, 8 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 drwall length by continuous sheathing such as plywood sheathing(TC) end /or rywall(BC) . "1%. � '�'Q, 9 ' DATE: 5/4/2010 CompuTrus assumes no responsibity for such bracing. 1. 25 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 IA�.� 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, f / / •V3v design loads be applied to any component. and are for "dry condition" of use. / Y •., ...,' `S TRANS ID: 284629 5. CompuTrus has no control over and assumes no responsibily for the 8. Design assumes full bearing at all supports shown. Shim or wedge if • fabrication, handling, shipment and installation of components. necessary. N 7. P assumes adequate drainage is provided. [ EXPIRES 6/10111 6. This design furnished subject to the limitations set forth by 8. Plates located be cated eted oon both faces truss, of trususs, , end p laced so their center IIIIII VIII VIII I III I III II II VIII IIII IIII TPIM TCA in SCSI, copies of which will be furnished upon request. D i i lines coincide with joint center lines. 9. Digits indicate size of plate ate 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). . ., • • . 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 TOM ' TC: 2x4 DF 01 &BTR; LOAD DURATION INCREASE = 1.15 1.2 =( -23) 23 2.5 =( -104) 1065 3 -5 =( 0) 296 2x10 DF 02 T1 SPACED 24.0' O.C. 2.3 =( -1143) 265 5.6 =( -96) 1078 3 -6 =( -1144) 168 BC: 2x4 DF q1 &BTR 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 <= 12'0C. UON. TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.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: MAX LL DEFL = 0.002' (//9999) @ •2'• D.0' //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 //999 ) @ -2'- 0.0' L /90 = 0.267" M, M20HS,M18HS,M16 = 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% at time of manufacture. Design conforms to main windforce- resisting system and components and cladding criteria. 7 - - 4 - Wind: 110 mph, h =30ft, TCDL= 6.0,BCOL =6.0, ASCE 7 -05, '( Enclosed, Cat.2, Exp.B, MFRS, 12 interior zone, load duration factor =1.6 2.00 M -1.5x3 /- 4 -/ 1 M -5x10 °� _3_ c) m �� R �p PROF N c.,,- 2 T1 w co k/ �G1N4 � .._ 1 � O) O __ . //f A -3x4 M -1.5x3 M -3x4 ; OREGON A�'� , ' °8ER 6 • Qv y y f.I /4 T rt •GP 7 -05 -12 4 -11 -12 )' y EXPIRES" 12/31/1 2 -00 12 -05 -08 ,C %3 C 4 ' $ F WA SH] i JOB NAME: THE KNOLL AT TIGARD - F Scale: 0.4479 dy ' � 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 Truss: F1 and Warnings before construction commences. and approval is the responsibility of the building designer, not the ' 1i; ::K 3 truss designer or truss engineer. en i 2. 2x4 compression web bracing must be installed where shown +, g 9 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at j? .7]78 DES. BY: LA stability bracing must be designed designer of complete structure. 2' o.c. and at 10' o.c. respectivety unless braced throughout their length by C n ` _ ` �� / C r' � ty 9 g by 9 P continuous sheathing such as ptywood 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 ++ 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. l ' /Q .. k 1o SEQ. : 4546881 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, f / ¢! l: �V - design loads be applied to any component. and are for "dry condition" of use. Y ,. N 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. 6/10/11 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 IIlIII VIII II II I III VIII VIII VIII IIII IIII TPINViCA in SCSI, copies of which will be furnished upon request. Digits i lines coincide with joint center inr 9. Digits ndiccate size of joint 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 SPECIFICATIDNS TRUSS SPAN 12'- 5.5' ICOND. 2: 310.00 PLF DRAG LOAD. TC: 2x4 DF H1 &BTR; LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. NOTE:Design assumes moisture content does 2x10 DF Ti not exceed 19% at time of manufacture. BC: 2x4 DF q1& 1 &BTR 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'OC. UON. OOft TCDL Wind: 110 mph, h =30f t Cat.2, CDL, = 6.O,B FRS CDL =6.0, ASCE 7 -05, N , LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL interior 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 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series 7 -07 -08 4 -10 1" 'I 1' 12 2.00 M -1.5x3 Web braces shown ( +) may be applied to either side of 4 web at location shown. LE M -5x12 3 rn 0 0 ,‘ N 2 O rn - - 1 1 - - p/- .=- -/ 5 6 M -3x4 M -3x4 M -3x6 Provide Full Continuous Bearing ,L )' . 7 -05 -12 4 -11 -12 1. y y 2 -00 12 -05 -08 Q r• c � o PROF `�` O F WA Sy r • `;'.. . •`' Fss p �� �c O JOB NAME: THE KNOLL AT TIGARD - F GE S cale: 0.5742 � t L c„, � -p ,, � y ..� 1 " �� j fj r > > ° x t'' WARNINGS: GENERAL NOTES, unless otherwise noted 1 1. Builder and erection contractor should be advised of 0 General Notes 1. This truss design is adequate for the design parameters shown. Review , , Z • 60 ' T Truss: F GE and Warnings before construction commences. and approval is the responsibility of the building designer, not the G . . tY 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 .&° OREGON x 17778 A .4 Aj.,,�,p 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 tlrywall(BC). � N. V � I. ' TJ` DATE : 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + ?E R 6 O y 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 ,.. 1 l SEQ .: 4546882 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, T � R. P '/ /� �N tlesign 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 beating et ell supports shown. Shim or wedge if /I { I necessary. d T I ge fabrication, handling, shipment and installation of components. 7. Design assumes adequate draina is provided. y 7 { p7 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 ' �r.1 ' ����k�P�,` EXPIRES 6110/11 IIIIII VIII VIII III VIII VIII VIII IIII IIII TPIANTCA in SCSI, copies of which will be furnished upon request. Digits indicate coincide t with joint center inches. ua 9. Digits oinci size of plate o d ines. CompuTrus, Inc. Software 7.5.3F(1 0-z 10 . For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). • lea' . I VT I 6a I QV I Ca' tea I f�P 4 $ er. 2 7e. — I CM 4 4 i'o 12 t --- --- -- 7. - -------- ----- ) U a A. S 4 )1 1 1131 I ' a Lro a + �G 0. a !°` �� 4 e �® �. J — ill / irei 4 4 ` i 1 ) 4 . (11< J t o 4 D' C� Eh �P c -../" 4 r 4 J 0 A — , 4 t.. — 4 13 I ,—I III 1321 I I- I I I I h —n 374' Wd I fa I 14 trr I 1f -2 1Q I fa err 1 @ Copyright CompuTrus Inc. 21 ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS :HIED FRAMING 05/22/1 RUSSCALC ENGINEERED STRUCTURAL LE: REVISION - DRAWINGS FOR ALL FURTHER NOLL BLDG 2 INFORMATION. BUILDING DESIGNER /ENGINEER OF RECORD RESPONSIBLE FOR ALL NON -TRUSS DRAWN BY: REVISION - 2: TO TRUSS CONNECTIONS. BUILDING DESIGNER /ENGINEER OF RECORD TO CHECKED BV: 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. h 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 bad 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 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 all 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(MTek). � i0 i WASI ��0o PROFF jP 'f0 i : a " 4777e ; • OREGON ko) i * � l 0 4ER 6. Q & • AL r R.CPS I EXPIRES 6/10111 1 1 EXPIRES 12/31/11 1 • , , 1 / Inc. T.. ..::,t j - r.2 . ::�.. ,, .. .1 - y - , i r custom Software Engineering Manufacturing _� , ,„ r_, ..:, ev., ,r =,::: - 4.. 2 ,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. l'\............... Do not cut into ...\ heel plate Option II: For 412 Outlookers • For 4x2 outlookers. • Notches must be cut with care. M- .5x3 @ 36" • No blocking required. Do not cut into • Same cutting as for common. heel plate ° Shim let -ins at each end for full bearing. /rAlimii.... Option III: For 4x2 Outlookers - Span < 24' - 0" • For 4x2 outlookers. o 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 , ° " ` ' 4 .., c �sEO P ROF FS '`t WAS � '�P� + �, OREGON A.°p . t . . 4 Art,,, . itlitlibilba■ t p r 0,9ER 6. ' w 17778 4 16C 2006 / cac 2007 EXPIRES 12/311 , j EXPIRES 6/10/11 FOR GABLE ENDS UNDER 8' IN HEIGHT GABLE ENO TRUSS MAY RESIST UP TO 180 LF DRAG LOAD, / ComPuTrus. TIC. MINIMUM GABLE STUD GRADE - 2x4 STANDARD GRADE HEM FIR PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST Custom Software Engineering Manufacturing 1 ACC P ORRDAAN A CEWITH � TABLE 2306.4.5.0 MUST BE ATTACHED IN 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL GABLE END M -2.5x4 1 1 �Y (2) I 2x4 BRACE AT 16-0 o.c. OR AT M•14 Typical 1 CENTERLINE. ATTACH WITH 180 % NAILS SHOWN IN (). > (2) 2x4 STUDS " i TRUSSES M-2.5x4 18' MAX PLATE STRUCTURAL (21 1 I 1 '� 1445. i M -2.5x4 (Sill) AS 00 PRpf BY VENT SIZE OR OUTLROOKER REOUIRED c p QT 1 BRACING FOR GABLE END i � `L.. CUTOUT FOR 4x2 OREGON 0 -.r OUTLOOKER CUTOUT FOR 4x2 OUTLOOKER i � 6 ' � es' ..- o rT R. C P�� ------ • EXPIRES 12/31/1 /--- i S. C,4 e �� W W. C E O OFF STUD WITH 80 NAILS AT W o.c. OVER STUD e. FILE NO: GABLE END DRAG ' �. , . r .' 482 quTLOOKER DETAILfi , DATE: 0723/08 ` • L ! . • REF: 25-15 DES: SC q �17 IBC 20061 CBC 2007 •. �JSti I EXPIRES 6110111 I t. FOR GABLE ENDS OVER 6' -8" IN HEIGHT •• MINIMUM GABLE STUD GRADE 2x4 CompuTrus.Inc. CONSTRUCTION GRADE HEM -FIR C ' IX. ' 4 10 WAS Custom Software Engineering Manufacturing ��0* Hly� ur.1 wo • G/) y ' -'' ` ' 6'-0" o . a MAX M•2.Sxa *� r > , � r -0' \ . 2x4 OUTLOOKER �t' ,, t 7 p�„�„�p ty ` 1 1 1 I M-1x3 Typfad 11 1 11 1 EXPIRES 6/40/14 ,, 1 2x4 BRACES. BRACED b - AT 8' -0• MAXIMUM 2x4 STUD •' %r . ?,. / C i M-2.5x4 Aid MAX al 2x6 CONTINUOUS M•2.S•4 44 O PRO,c BACKING I GABLE END TRUSS MAY RESIST UP TO 180 LF DRAG LOAD, PROVIDED 44, ATTACHED WITH 18d 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 C2 N .4GINF 'v PLF IS ATTACHE E DTH TO ONE EA FACE. 306.4.5. STUCCO STUUCCO MUST BE ATTACHED IN Q 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO ‘ SUPPORTING BEARING WALL Illr c., r OREG(lTi 0 r SHEATHING TO 2x0 BLOCKS WITH 3-164 NAILS 09 ER 6 ' Q� GABLE END - - - -- EACH END _ ed NAILS AT GABLE STUD .. .. - , 0 6" o.c. TT R. C EXPIRES 12/31/1 77 ; .. 11 ��..1r 16d at 24• o.c 1 -18d FILE NO: GABLE END DRAG L 2 t8d 2x6 BLOCK WITH 2.18d DATE: 07/23/08 TOE NAIL R 8d NAILS AT 6' o.c EACH END. \ o 24• REF: 25-15 DES: SC NOTCHED PER 2x4 BRACE WITH 4-16d NAILS 2 -18d OUTLOOKER 2 184 IBC 2006 / CBC 2007 • FOR GABLE ENDS UNDER 8'-11' IN HEIGHT / compui� us. Inc. .. MNIMU MGABLE STUD GRADE - 2x4 STANDARD GRADE HEM -FIR Custom Software Engineering Manufacturing GABLE END + 2x4 Brace al 2' 0.c. 9' MAX M-443 (2) (2) MAX t_ 1 1 1 2�1 2)o$ BRACE AT 1B' -0' o.c. OR AT h41 A3 Typleal w CENTERLINE. ATTACH WITH 164 w NAILS SHOWN IN ( ). (2) STUDS STRUCTURAL • TRUSSES 18' 14� 0 �� PLATE , r (2) 1 1 1 ' M2Szl (SpI) _ :71i- 11 1 1 1 ��Rt GIN PROFF • BY VENT SUE OR OUTLOOKER EQUIRED � \� ��,FF BRACING FOR GABLE END i , `a-elr' CUTOUT FOR 4 )Q OREGON OUTLOOKER CUTOUT FOR 4,2 OUTLOOKER i Q AE R b • e o r ' 7. R. CPR EXPIRES 1213111 i rr1iiT _--/ I , . g. C4 -0 ,�. .� tOf M jAS •Y `, + OFF STUD 1n0 ADD-ON. ATTACH OVER STUD WITH 9d NAILS AT 9' o.c. FLE NO: TUDOR GABLE END N 40 OUT ogxFR DETAIL$ DATE: 07/01/09 REF: 25-15 DES: SC 1 . .t, 17'x+ IBC 2006 / CBC 2007 7 40,, iONAL EXPIRES 6/10/11 1 / Inc. CUTOUT FOR 2x4 9 Ep PRpF� Custom Software Engineering Manufacturing 1 'OFF STUD' 1 �" ADD-ON SAME S� AND �� \� <0 " ADD-ON GRADE AS TOP CHORD �` r WITH 16d NAILS AT 12' O.0 1 . • ; LUMBER SPECIFICATIONS: P ' OREGON 2X4 DF-L CHORDS ADD ON SPLICE TO OCCUR p ORE R G • Ov 2X4 STD. DF -L STUDS AT PANEL POINTS WITH CLUSTERS 2 - T 6d NAILS T R. c P`� 4?"' EXPIRES 1213111 M-4x4 A OUTLOOKERS PER DETAL ' Ilik_ (1M' MAX OVERSIZE CUT) 411111111111111111111 M 1 xLi ONE SSE AND (2) 14 GA 2' be CONST. DOUG. STAPLES ON OTHER SIDE FR O.C. 2x4 BLOCK W8 16d CH END ii — MINIMUM GRAD CHORDS ; — ®� .- AND STUDS y AT p 4 EA -18d M 6x8 Ill --_ M-3x6 MIN OR USE - • 32' .r 6� e SAM o de* - -- TRUSS t 4 19P * BALLOON FRAME BEARING WALL TO - - - - -. -_ SCISSOR BOTTOM CHORD -_ — 1 _ END F RAME , E 1P µ �I A '^ 16d AT 24' O.C. 2x4 CONTINUOUS BACKING WITH 16d NALS AT 24' O.C. TO WALL PLATE BEARING CONNECTIONS ARE THE SOLE RESPONSIBLITY OF TI€ ENGINEER OF RECORD. DETA LS ON T HIS PAGE ,S it. '440Q� ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE 'S. WAS 'a" UTLIZED WITHOUT TIE BUILDING ENGINEER'S APPROVAL. _ 0 �0* � ' h e VY ?` A D � r SECTION A FLE NO: SC GABLE END 4"..., f`;, , DATE: 07/01/09 17778 dit REF: 25-1 DES: SC • IBC 2006 / CBC 2007 v* IONA- EXPIRES 6 1 / Inc. B FRAMING DETAILS WHERE HIP TERMINATION Custom Software Engineering Manufacturing POINT DOES NOT MEET WITH COMMON TRUSS. COMMON TRUSS RIDGE 1 1 •: .•• TRUSS-, 1 COMMON TRUSS SHAPED BLOCK ' EXTENDED TOP CHORD SECTION HAPED BLOCK . R , r. ,_ 04 03 I /////:\ ROS BLOCK a I HIP RAFTER / �1 RAF�ER I I / I A-A 1 I I I HIP GIRDER TRUSS t VI 1 1 A EXTENDED END END JACK BOTTOM CHORDS SETBACK FROM END WALL AS SPECIFIED ON ENGINEERIIata EXTENDED END JACK 1. ai ® VI 02 03 va COMMON • TRUSS , END JACK r _ / ( - - ■ SETBACK FROM END WALL AS SPECIFIED 1I JQ.-' ON ENGINEERING �• CA ,.. ' I 2x4 Vertical at �� a E O PROF - _ 4 S- � WAS ,, • ' a- 0 c.a typical 0. FILE NO: CALF HP DETAL c aGINE. V i ! �O " r HtPTRUSS DATE: 07/23/08 w , <, 9 " See Eng roc Details REF: 25,15 -1 DES: SC i tlilGiet.-• - . / If BC 2006 / CBC 2007 r OREGON 40 Al _, 1 � // SEQ: S151508 ' Cj O VER 6• (5 a y\ • z,a LATERAL BRACING IS SECTION A.A - l/� 4Z1-. e' SPECIFIED ON ENGINEERING T R.CP Q ` EXPIRES 12131111 [ EXPIRES 6110111 VET& FOR CONVENTIONALLY FRAMED VALLEY FILL ump►a ^usi. Inc. VALLEY JACKS - SPACED 24'o.c. CLEAR SPAN NOT TOE=PEEOSW. FOR SIZE AND GRADE SEE END JACK CHART OR R AFTER SPAN TABLE UNDER APPROPRIATE C.B.I. LOADING. Custom Software Erotr+a0ring Mhlnukreturirt8 VALLEY PADS - 1)6 OR 2 • 2AV $. JACK POSTS 2444 TO BE PLACED UNDER VALLEY JACKS AT NO MORE THAN 8' -0" o.c. AND NAILED TO JACK PURL INS. JACK PURLWS • 241144' -0• SPANNING OVER THREE TRUSSES UNDERNEATH AND PARALLEL TO VALLEY JACKS TO WNICH THE JACK POST SUPPORTS ARE NAILED. RIDGE BOARD • 1ANIMUM2,B NO. 2HE WPM . RIDGE POST • 2a4's TO BE PLACED UNDER RIDGE BOARD AT NO MORE THAN 8'-0' o.c. AND NAILED TO RIDGE PURLIN. RIDGE PURLW - 2w1 WHOSE LENGTH IS 1/2 THE VALLEY WIDTH AT THE POINT A INDICATED BY A RIDGE POST. Valker.>st'sa #4302 BOMO at 24' as NAILING PER IBCARC 2008 -'"�I If ! TRUSS AT 24' 4.4. END WALL, GABLE END Pu110 OR GIRDER TRUSS RAO Pad J4N1 4. Pat Rldge QuMn J / ack PuMi1 /// Maga Smut il 8ECT10N A•A /valley Pad / I 11 x_ . - . z ` I l Rldpa PuAln l • Jack Polio � WAS ' II \ J � atioPROoe ICJ T I � ; ' � ' , fi. P — aGINe I Jack Puffin FILE NO CALIF ELL OSTA0. -1/778 • OREGON m 1 r fi., DATE: 0112111D8 " r, , ,' ' V Ap gER 0•s 64 REF: 26:11 1 DES: SC �: v�,_ ' :. fir r R. C 'N T. A J ::: 200 a161aos - C 13[14- xifal / Inc. TYPICAL HIP OVERFRAMING DETAIL Custom Software Engineering Manufacturing +Instal 2X4 bracing at eat top chord areas at 2%.0' o.a unless whereas. noted M18 AT VERTICALS. UON. t o A , O PROFS T Hip ItS I / - OREGON �^� �/ . � pRgR 6• 0� e1 i2 #3 ai es o �R. CP2 d-0 EX•IR 12/31/1 Mil 41 AT VERTICALS. UON. / >s —li _— a .. e. as I� Hip • • • • n • re m m Hip a4 - � � Do E wnsy,4, ,, Cal i �, p t� ' 17178 0 8• ? ,. �lJ1Ls" ? 1� a • w ep n se • ~ • ' Hip Oa Hip a2 �� 1 EXPIRES 6r1a11 FILE NO: HP OVERFRAMING For Truss Corals not show see appropriate CampuTnadesign. DETAL Note: Rat over framing material to be equal or better in aim and grade of eat portion of structural member. DATE: 07 /01/09 REF: 25,15 -1 DES: SC IBC 2006 / CBC 2007 J / Inc. SIDE VIEW TYPICAL END JACK Custom Software Engineering Manufacturing SEE END JACK SPAN CHART FOR REQUIRED SIZE AND GRADE DUTCH GABLE TRUSS END JACK TOP CHORD SETBACK FROM END WALL DUTCH GABLE TRUSS PER ENGINEERING I LEDGER • T OP JACK I I / /111_ Members rs or Ahem Use o Celli at Comer MetomCord. e Us NsC \\` Spea9ed. i 1 I I ���EO PRpF I I �� _,G1N4.. O I eon.- �,�OREGON�. COMMDN TRUSS �0 O R 6, Q Thi, TR.CAP- DUTCH GABLE TRUSS —� I EXPIRES 12/31/111 A I [ , SIDE JACKS SETBACK FROM END WALL PER ENGINEERING , END JACKS I HIP RAFTER J 1.. 24' o.o. TYPICAL • FOR SIZE AND ATTATCHMENT REQUIREMENTS . EQUIREMENTS 41 ow. SEE ENGINEERING _ 0 A0e WAS1Q • V e FLE NO DUTCH FRAMING o C' s' DETAIL 'Id_ :. . DATE: 07/23/08 A 17_ 779 REF: 25 ,15-1 DES: SC — yt " IBC 2006 / CBC 2007 EXPIRES 6/10/11 J • • A) 2x4 Post attached to each truss panel point and over head purlin CompuTrus. Inc. ,Mth 2 -16d naffs. B) 2x4 No.1 Hern-Fir or No.2 Doug. Fir puffin 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 � � wAS � 16d nads. �0 ' ., 0) Hp Truss No.1 setback from end wall as noted on truss design. C.) ,C l; ,, a E) Extended end Jack top chord (typical). Ul h , . I. r y • 11 111 1 111 II I F) Common truss. � J r II A ®I G) Hp Comer Rafter. 17778 X 1 111 11 A a I M 2x4 Continuous lateral bracing. y R ( I' , I ► III ®s t � J) Extended bottom chord. I I I e. 1 EXPIRES 6/10111 J Ill I r = iii II L . '-----1 D ow ri iii• ii ill , : ,.1....................•........ _agiummilm r J ttf A Section Y J .--e --. E a P RO �� �Efl F�c 1 < � v o FLE NO: HP FRAMING DETAIL g f DATE: 07/23/08 1- " -. "4,1^ REF: 25,15 -1 DES: SC Mi •, OREGON , r r 1 BC 2006 /CBC 2007 Vo Oa R G' ,, Section X T R . G ' I bags I Hp Truss at 24' o.c.(Typical) E PIR 2/31/ y y s Compression web bracing shown on CompuTrus designs is to resist buckling of those webs. An CompuTc-us. Inc. alternate method to brace the 2x4 bracing shown on a single member truss is to attach °rbradng. 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 1>'<14 2x6 T Brace 2x4 T Brace T. _ Web X -4-_ Web Fi -4 •• Web �� 0 PR04. � �� � � �� O eft2. -_ The T brace must be at least 80% of the web length and is attached with 10d nails at 6'o.c. throughout. ,m Typical at trusses 24 - o.c. only. 0 .3ER 8 • (s/ If a 2x4 or 2x6 web requires a single brace, a 2x4 T brace maybe substituted. !f a 2x4 or 2x6 web requires 0 � 4- 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. EXPIRE 1213111 R. C . Trusses at 24 °o.c. typical `S WA S/ 41/ 0 -r 0 0 0* Restraint required at Brace must be 80% of � each erxi of brace the length of the web. ft s t C° ti ¢ • ' end et 20 irtffirvals. 17778 � J �, : � ,. � ., 2x4 Fates! brace with \ .r. `�7 7;o �, Refer Cols per truss. , A 2x4 T Brace with i ,, / , • / CompuTrus ng- 10d nails at 6 "o.c. EXPIRES ::::: \__- - -- -- \ \ FILE NO: Detail ` Ails, A = , \ \/ -- \ -- -- DATE: 07/23/08 - lttt __ -- SEQ: 2787671 BC 2006 / CBC 2007 Lateral Brace Alt. Lateral Brace • IIIUIIIIIIIOI This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IRO 2006 VAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCN TC: 2x4 DF k1 &BTR LOAD DURATION INCREASE = 1.15 1.2 =( -296) 303 4.5 =( -551) 558 1.3 =) 0) 0 2.5 =( -1015) 913 BC: 2x4 DF q1 &BTR SPACED 24.0' 0.C. 1.4 =1 -108) 38 WEBS: 2x4 DF STAND; 4.2 =) -1124) 1097 2x6 OF 92 A LOADING LL( 25.0) +DL( 31.0) ON TOP CHORD = 56.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG AREA TC LATERAL SUPPORT <= 12'0C. UON. 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' -895/ 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 M,M2OHS,M18HS,M MAX LL DEFL 0.000' (L/9999) @ 0'- 11.6° L/240 = 0.054' 16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = 0.000' (L/9999) @ 0'- 11.6° L / = 0.072' REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. MAX TC PANEL LL DEFL = - 0.002' (L/6448) @ 0'- 11.8' L/180 = 0.072' 3 M -3x6+ BOTTOM CHORD CHECKED FOR 1OPSF 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 H08IZ. TL DEFL = 0.001' @ 0'- 5.5' 'COND. 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 =l.6 o A M -3x4 1 O 2 1 $01111111 - e a o �� ' Eo PROF CD 0 N N �� � �GINF�,Q /0 111111111111M .ea,,,1--. 4=101 ,5 - 4x6+ " OREGON , . � T. 0) � J M-1 .5x3 Q Q P &ER ' (3' f I¢I / R. CPS 2 -00 EXPIRES 12/31/11 E WAS y� JOB NAME: THE KNOLL AT TIGARD - Ti Scale: 0.5590 `� h � a � 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 %0 / SA`x• . r.; Truss: T1 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the .t • r r 2. 2x4 compression web bracing must be installed where shown +. truss designer m truss engineer. 3 AD lateral force resisting elements such as temporary end Permanent 2. Design assumes the tap and bottom chords to be laterally braced at 17778 DES. BY: LA stab; b must be designed by designer of complete strecture. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by mN reds continuous sheathing such as plywood sheathIng(TC) and/or dry , `� I. R S DATE : 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. I" n f t s lateral bracing reibiarymred where sh e contractor. 4. No load should be espied to any component until after all bracing and 4. Inste o truss " y -....." - SEQ.: 4546968 fasteners are complete and at no time should any loads greater than 5. Design assumes tosses are to be used in a non- conosive environment / I:• �Nrv. design bad be eppted to any comported. end ere for °dry cond ion of use. f / ¢ /0 �- 1 , .d TRANS ID: 284637 5. CompuTrus has no control over and assumes no responsibility for the B. Design assumes full bearing at all auppo ho shown Shim or wedge If fabrication. handling, shipment and Installation of components. necessary. �'rynry(II I� II�� IIII 8. This design Is furnished subject to the limitations set forth 8 . Design assumes b adequate on both lac drainage k Moss a 6/10/11 I�I�'I1II VIII III 91I� �IU'H�I ill I�I TC A In SCSI, copies of which will be furnished upon request. d>ject by 8. Plates shad be located on baM faces of truss. and placed so their tamer EXPIRES _ TPVWTC fines ml with joint ate I Ines. 9. Digit lndlcate size of plate In inches. Ci0111pUTrl13, Inc. Software 7,5.3F(1 L)-E 10. For bask connector date design � values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (AITok). x IIIIIIIIINI This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS 28-00-00 GIRDER SUPPORTING 2-00-00 IRC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCN TC: 2x4 DF kt &BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1- 2 =( -947) 962 7- 8= -5087 8338 1- 7= -279) 24 4 -11 =( -4560) 538 BC: 2x6 OF 82 2- 3=1-2733) 0 8- 9= -2443) 68 7- 2 =( -39 366 11- 5 =( -947) 0 _ WEBS: 2x4 DF STAND; LOADING 3- 4=1-3628) 0 9 -10= -4592) 7865 2- 8 =( -523) 1244 5.12 =( -40) 496 2x6 DF 82 A TC UNIF LL( 50.0+01( 62.0). 112.0 PLF 0'- 0.0' TO 28'- 0.0' V 4- 5=1..1905) 2374 10.11= -4592 7865 8- 3 =( -2757) 1588 12- 6=) -248) 0 BC UNIF LL( 0.0 41:11( 20.0)= 20.0 PLF 0'- 0.0' TO 28'- 0.0° V 5- 6= -658) 678 11. -452) 6 3- 9 =( -983) 768 6.13 =( 0) 0 TC LATERAL SUPPORT <= 12'OC. UON. ADDL: TC UNI LL +DL= 25.0 PSF 22'- 0.0' TO 28'- 0.0' I 9- 4 =( -1771) 2963 BC 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 2006 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 OF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 24'- 0.0' 0/ 2937V -8680/ 8680H 5.50' 3.50 DF ( 625) C,CN,C18,C818 (or no prefix) = CompuTrus, Inc M,M20HS,U18HS,M16 = MiTek 111 Ct...i MAX LL DEFL = - 0.151' (L/1834) @ 11'- 9.8' L/240 = 1.154' + LATERALLY BRACE TO ROOF DIAPHRAGM MAX TL DEFL = - 0.331' L/ 836) @ 11'- 9.8° L /180 = 1.539' MAX DEFL = - 0.184' (L/ 260) @ 27'- 9.2° 11120 = 0.400' + 2X4 WEB BRACE REQUIRED. MAX TL DEFL = - 0.141' (L/ 340) @ 27'- 9.2' L /90 = 0.533' 0 MAX HORIZ. LL DEFL = 0.097" @ 0'- 3.5' �-]) t MAO HORIZ. TL DEFL = - 0.135' @ 0'- 3.5' ICOND. 2: 310.00 PLF DRAG LOAD. I _ r not at 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, load duration factor =1.6 T r -r -r -r -r M -3x6+ 13- -, 12 I - .25 1 2 M -4x8 M 3x8 0.25"M- 5x16(S) M -3x4 5',��0 PR�FFSS $ 4 A �\ GINS O / + - Qt0 ®6 _i u; � � � ,A 0 0 + + o N ._..� cU �; OREGO �'n' J 7 e e 4 10 n 12 ' rO �ER 6 ' � p � M -10x10 M -3x8 0'25" M -1.5x3 M -3x12 M -4x6+ T-,.. g MHS-7x10(S) f/4//4 R Gp�� y y i y yi 6 - 03 - 04 5-10 5 - 08 - 04 5 - 10 3 0 - 02 - 12 EXPIRES 12/31/11 .1 , y • 24-00 4 -00 ." 28-00 y ''` t. � � �o` ` a, o rb . JOB NAME: THE KNOLL AT TIGARD - T2 Scale: 0.2430 ,, t 1f' A...;', O ` WARNINGS: GENERAL NOTES, unless othmwise noted: ♦ u y ':.1%'-.. ' " 1. Builder and erection contractor shauN be advised of en General Notes 1. This truss design Is adequate for the design parameters shown. Review �/ , c - C- Truss: T2 and W re WE before construction cohvnces. and approval is the responsibility of the building designer, not the „ rt 4;;' ' 2. 4 compression web bracing must be installed where shown + MISS ss designer of truss engineer. 3 Ail 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 stability bracing moat be designed by designer o.c. and at 10' o.c. respectively unless braced throughout their length by ner of complete structure. continuous sheathing such as plywood sheathing(TC) and ti /or drywatl(BC). 1I R4CI W - DATE: 5/4/2010 4. h�io load s*,ould pp ' to any wmmpo for an mar an bracing end a: Impact ta0aaon o truss Is me reaponsiMny°o shown contractor. ' ' - j am [ ' ' ~ 5E0.: 4546969 fasteners are complete and at no time should arty loads greater than 5. Design assumes trusses are to be used in a nonrarroste erwironment, { I: IONAI . r :. '' design bads be applied to any component. and are for - dry condition' of use. f I 7 /9 , -';; ' +•r 1; :; - ` , r . q : - TRANS ID: 28463 7 5. CompuTrus has no control over and assumes no responsibility for the 6. Design easemes fun deeded at an supports ahewn. Side' or wedge 5 - tabdcatlon, handling, shipment and Installation of components, necessary. 6. This design Is furnished subject to the Imitations set forth 8 8. Plates 7. P sallow adequate on u drainage is �tnfac�o I J IIIIIIIII�IIIIIilll�l��l�lll�� _ I � truss. a. a nd��so6,alrr EXPIRES 6110/11 TPV IIYTCA in SCSI, copies of which will be tarnished upon request. Ones coincide with Joint center lines. Digits indicate size of�pl In I " ches. Com puTrus, Inc. Software 7.5.3F(1 L) E 10. Fo ba r c con n�o r p late de ig niv a l nee ESR -2529 (CompuTi s) . , r JIOIIIIIIIIHI 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 TOM TC: 2x4 DF gt &BTR LOAD DURATION INCREASE = 1.15 1. 2 =( -58) 64 7- 8= 0) 2664 1- 7=( -288) 24 4 -10 =4-3197 0 BC: 2x4 OF k1 &BTR SPACED 24.0' 0.C. 2- 3 =( -3059) 0 8- 9= 0) 3596 7- 2=( -2937) 0 10- 5 =4 -721) 0 WEBS: 2x4 DF STAND; 3- 4 =( -3177) 0 9 -10= 0) 2825 2- 8 =( 0) 665 10- 6 =4 -457) 57 2x6 DF 02 A LOADING 4- 5= -74) 405 10 -11= -47) 51 8- 3 =( -647) 4 11- 6= -38) 41 LL( 25.0) +DL( 31.0) ON TOP CHORD = 56.0 PSF 5- 6 =4 -75) 407 3- 9 =( -578) 18 6.1 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 I LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) considered for this design. 0'- 0.0' 0/ 1563V -70/ 62H 5.50' 2.50 DF ( LIMI ?ED 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 2006 AND IBC 2006 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M 18HS,M18 = MiTek MT 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' MAX LL DEFL = - 0.025' (1/1 @ 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,BCDL =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 f T '1 T T T M -5x8+ 12 --/ 12 - 0.25 M -1.5x3 M -3x10 M-4x5(S) , PROP, 1 2 1.50 ° � 4 M 3x10 5 M 1,5x3 A o GT? GINE S W O W o G o o 0 ;`•e U.) o N N �, OREGON ,■° /- 7 a - 9 �10 11 ----, 'w Og 6 1 1M-3x8 M -3x4 0.25" M -4x12 M -2x4+ � O E R O M-5x6(S) ��' �� ), y y y y fl4 / / p R. CP 8 -00 -13 7 -09 -05 7 -11 -01 4 -00 • EXPIRES 12/31/11 y y y 24-00 4 -00 1.-''' '., - J y g. C 28 00 " WASj 0 JOB NAME: THE KNOLL AT TIGARD - T3 Scale: 0.2460 ` � h 1r °, 0 � `q' WARNINGS: GENERAL NOTES, unless otherwise noted: I r 4 1. Bulkier end erection contractor should be advised of e9 General Notes 1. This truss design is adequate for the design parameters shown. Review '' 11 T russ: T3 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the '( ' . Ni. i9,. 2. 204 compression web bradng must be installed where shown +. truss designer or truss engineer. 3 All lateral force resisting elements such as temporary and permanent 2. Desig e n assumes the fop and bos m om chords be laterally braced at 'f 17778 DES. BY : LA stability bracing must be designed by des designer or complete structure. r o.c and at 1 a o.c. ruspechveM unless braced throughout their length by R id -t DATE: 5/4/2010 continuous sheathing such as plywood sheathing(TC) and/or drywea @c). •. CompuTrus assumes no responalbRty for such bradng. 3. 2s Impect bridging or lateral bracing required where shown + + A 4. No load should be tippled marry component until after eS bracing end 4. Insmaalon of truss n the responsibility of the respective contractor. ._ ION TRANS ID: 284637 ..t SEQ.: 4546970 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, e . 1 4 / / 9 1• design loads be eppDed m any component. end are for 'dry condition' 01 use. 6. Design assumes ma bearing et ell supports shown. Shim or wedge M J / / . �.,.. f• ,. !: 5. CompuTrus has no control over end assumes no responaibiaty for the fabrication, handling, shipment and installation of components. � Bry• 7. P assumes el located drainage mprovided. EXPIRES 6/10/11 yeA�g� -� I� I' II 8. This design furnished sublect m the Imitations set forth by 8. Plates lates shall be boated d o on baboth facee s of f truss, , and is placed so their carder 1 ®tl , 1101 I IIMII II IOIO 11111 �II I� TP CA n SCSI, wpbs of which wia be furnished upon request Digs coincide with Jo center Ines. 9. Digits indicate size of f plate in inches. Co Inc. Software 7.5 L E 10. Foor basic connector 3 pplat- eeedeee i gn v see ESR -2529 (CompuTrus) IIIIIIIIIIIIIII This design prepared from computer input by I' I' 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 =( -56) 64 7- 8 =( 0) 3325 1- 7 =( -289) 24 4 -10 =( -2161) 0 BC: 2x4 DF #1 &BTR SPACED 24.0' 0.C. 2- 3 =( -3954) 0 8- 9 =( 0) 4988 7- 2 =( -3662) 0 10- 5 =( -700) 0 WEBS: 2x4 DF STAND; 3- 4 =( -5094) 0 9.10 =( 0) 5012 2- 8 =( 0) 1045 10- 6 =( 0) 3421 2x4 DF #1 &BTR A; LOADING 4- 5 =( -3012 0 10- 11 =( -69) 51 8- 3 =( -1236) 0 11- 6 =( -1903) 0 2x6 DF #2 B LL( 25.0)t0L( 31.0) ON TOP CHORD = 56.0 PSF 5- 6 =( -3010) 0 3- 9 =( 0) 199 6.12 =( 0) 0 DL ON BOTTOM CHORD = 10.0 PSF 9- 4 =( 0) 260 TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 86.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA ADDL: TC UNIF LL+DL= 25.0 PSF 22'- 0.0' TO 28'- 0.0" I LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector' plate prefix designators: 0'- 0.0° 0/ 1882V -70/ 62H 5.50' 2.98 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 28'- 0.0° 0/ 1933V -70/ 620 5.50' 3.09 DF ( 625) U,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = - 0.210' )L/1547) 6 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 190 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, MINERS, interior zone, load duration factor =l.6 6 -01 -08 5 -10 5 -10 5-11-12 4 -02 -12 T 1' 1' T T T M -4x10 12 ---/ 12 0.25 M-1.5x3 M- 4x8(S) M -4x10 f L 2 1.50" 4 M -3x8 S M -1.5x3 B o - ee ui co H MINI o , + o al CD - rn c o N +4. N - \ • .vr� riai7 r /- /- rs - - l� b 7 8 'f 9 10 a 11 M -4x8 M -3x4 0'25" M -5x12 M -2x4+ MHS- 5x12(S) y ), J l y 8-00-13 7 -09 -05 7 -11 -01 4 -02 -12 28 -00 P � .o, � .. <iY' RoF ® So `6i �oF WASy� ® . JOB NAME : THE KNOLL AT TIGARD - T4 Scale: 0.3070 � �0 ,,GIN-6, r , y 1 f ' Z �` ` WARNINGS: GENERAL NOTES. unless otherwise noted: . , '; • ! /� - ' -) ", 1. Buadet and erection contractor shoutl be advised of a9 General Notes 1. This truss design Is adequate br the design parameters shown. Review I r� di is,f Truss: T4 and Warnings before construction commences. and approval is the responsibility of the budding designer, not the -- IF • _ - . ,�, y1. AlIf' 2. 2x4 compression web bracing must be installed where shown *. truss designer or truss engineer. OREGON ^ . . 3. 2. Design assumes the top and bottom chords to be laterally braced at C ^e3 e 171 78 DES. BY: LA 3 All lateral force resisting elements such as temporary and permanent 2 b.c. and at 10' o.o. respectively unless braced throughout their b nggT1h1, by . . � 'C x.xx�� stability bracing must be designed M designer of complete structure. contlnuous sheathing such as plywood sheathing(TC) and/or drywa9(BC). • !fi E R 6 • O � I, DATE: 5/4/2010 CompuTrua assumes no responslbmty for such bracing. 3. 2x Impact bridging or lateral bracing required where shown 4. • Q [� 4. No Toad should be Envied to any component until after ell bracing and 4. Installation of truss Is the responsibility of the respecWe contractor. T `- • ` ;,. 1 SEQ .: 4546971 fasteners are complete and at no time should any bads greater than 5. Design assumes Nurses are to be used in a noncorrosive environment, T c P� .I /� 1 0104. ;; '' TRANS ID: 28463 7 design bads be applied to'etry component. 5. Co,puTrus has no control over and assumes no responsibility for the and are for "dry condition' at use. / V 1 ., yt . _ -. ..,; 6. Design asoumea tug beating at all subparts shown. Shim or wedge It J ¢ /4 notasee . - - • fabrication, handing, shipment end hesitation of components. 7. Design assumes adequate drainage b provided. - EXPIRES 1213111 IlIw'�' 8. Thb design n Is furnished subject to e Imitations set forth by a. Plates shall be located on both faces of buss. and pieced so their center EXPIRES 6/10/11 (IIIII I IN I�II'IIu „ III /11111 TP9WTCA In SCSI, copies of which will be furnished upon request. Digs c with )dm center n che . _ .... r 9. Digits indicate slur of plate te to M Inches: CornpuTrUs, Inc. Software 7.5.3E 1 L E 10. Fo bask k con E pl'Rb design values see ESR -2529 (CompuTrus) 1III1IIII�i This design prepared from computer input by u PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0' 'COND. 2: 310.00 PLF DRAG LOAD. 1 TC: 2x4 OF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #16BTR SPACED 24.0' O.C. NOTE:Design assumes moisture content does _ WEBS: 2x4 DF STAND; not exceed 19% at time of manufacture. 2x6 DF #2 A LOADING LL( 25.0)+DL( 91.0) 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 =I8,6,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 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,M2OHS,Mi8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10POF 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 T T f M -5x8+ 12 12 - 0.25 M -1.5x4 M- 5x5(S) M -3x6 / a 2 0 3 25" M -3x6 M -2x4 4 ...4-- ' '' ° PIIIII°l°klirr■AllgllIlliIl � ` ae = 0�6 do s o ° o • 0 Ill N • M = '�� m 1` ci'�'I a N. /- /- 0 -- -/ 7 8 0.25° 9 10 11 M -3x6 M -3x10 M -3x6 M- 5x5(S) M -2x4+ ,-1-' Provide Full Continuous Bearing , y y 8-00-13 7 -09 -05 7 -11 -01 4 -02 -12 r �� WAS r . �� �EO PROp, ti 0 ��0 ii/ ' ® •. JOB NAME: THE KNOLL AT TIGARD - T5 FW c` 5 � /0, - Jj �� r Z � Scale: 0.304• ( .Q , y y i r WARNINGS: GENERAL NOTES, unless otherwise noted: , ' • Builder - - s �* ! ; e � 1. Buer and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review dt ��� Truss: T5 r vY 1�� and Warnings before construction commences. and approval Is the responslbt0ty of the building designer, not the L 11 ttt. o n 2. 2x4 compression web Madre must be installed where shown *. 2. truss designer or truss engineer. Design assumes the top and bottom ehoms to be lateraly braced at • OREGON ^ 17778 i 78 3 All latee temporary force resisting elements such as temporary and permanent stability bracing must be designed b designer of complete structure. 2 o.c. all et o .c. respectively braced throughout th eft length OJ . ,/ g � D • ES. BY : LA i DATE: 5 / 4 / 2010 CompuTrus assumes ea no responsibility for such bred contlnusus s suc u plywood aheathl ar Nor d ywel C). Ov A bracing. 3. 2x Impact bridging or lateral bracing required where ere s shown * * I C' E R 6 ' 4. No toad should be applied to any component until after an bracing and 4Installation p Installation of truss is the responsibiily o1 the respective contractor. _ ►� •' SEQ.: 4546972 rfasteners are oomweb and et no time should any hods greater than 5. Des ascutnae trusses ero be used In a non-corrosive environment, �t cis t � •vNA design beds be applied to any component and er e for'dry co fu of b use. l ¢ l lQ TRANS I b : 284637 5. CompuTrus no control over and assumes no responsibility for the 8. Design e.aumes ail bears g at all supports shown. Shim or wedge H /¢l 1 fabrication, han shipment a installation o1 combonents. necessary. ' design and 8. Design assumes adequate rage kpro a. /0 R - C P v 6. This d n is furnished to the I forth by 8. Plates asap be pramitations set tolocated on booth th e faces of truss, ss. 11111 I 11111 V�IIIIII uul 11111 u and placed so their center EXPIRES 12/31/11 ! [EXPIRES 6/10/ 11 �I IIII I �II �I �I TPIANTCA in BCSI, copies of which will be furnished upon request. ones coincide with jjoint ccenter Ines. 8. Digit Indicate size of pleb In inches. CompuTrus, Inc. Software 7.5.3F(1 L) -Z 10. For basis connector late design valises see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 1TeV). • • r • MIIIIn This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 9.5' IRC 2008 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCH _ TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1.2.(-58) 83 4-5.10) 589 1 -4 =( -207) 43 6 -3 =( -237) 37 BC: 2x4 DF #16BTR SPACED 24.0' 0.C. 2.3 =( -48 58 5.6 =(0) 589 4 -2 =( -715) 0 3.7 =( 0) 0 WEBS: 284 DF STAND; 5.2 =( 0) 194 288 DF 92 A LOADING 2 -8 =( -737) 0 LI( 25.0) +DL( 31.0) ON TOP CHORD = 56.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 66.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' 0/ 637V -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 U,U2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = - 0.007• (119999) @ 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' @ S'• 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= IB.B,BCDL =8.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =l.6 M -1.5x3 M -3x8 '` 1 2 A m F ' A oia A u', n co 1- 0 i N c" N � �0 1N �i S 0 2 MN I . '/f ` y - ,- /- 4. :=E 5 t►� 6 - - f a L M -3x4 M -1.5x3 M -4x6 6 , OREGON , J : t . og ER 6" c3, y y J ) f l 4 / R. C0 4-04-12 3-11-04 0 -05 -08 y EXPIRES 12/31/1 8 -09 -08 `csr OF WA Siy l er r , ®'': :(..� � � o o 1 JOB NAME: THE KNOLL AT TIGARD - T6 � ' z r Sca 0.437 y r WARNINGS: GENERAL NOTES, unless otherwise noted: * t , ? -` 1. Builder and erection contractor should be advised of a8 General Notes 1. This truss design Is adequate for the design parameters shown. Review 'r , . O W ` 3 f Truss: T6 and Warnings before construction colnmerxxs. and approval h the responsibility of the building designer, not the 1 rt„„i.-" 2. 2x4 compression web bracing must be installed where shown a, truss designer or truss engineer. . 2. Design assumes the top and bottom chords to be laterally braced at 17778 DES. BY: LA 3. All lateral force resisting elements suth as temporary and permanent stability brerng must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by `, � �'� ,Q 4 9 DATE: 5 / 4 / 2010 CompuTrus assumes no responsibility for such bracing. 3. continuous x i ct sheathing suecwooeuireth ere s w dryvvar C). � , r�a bridging or lateral bracing bracing required w where shoown fl + + A - _ 4. No toad should be applied to any component until after a8 tracing and 4. Ifm- tatlali on of tows Is the reaponalbflty of the respective e contractor. at •' SEQ.: 45 46973 fasteners are complete and at no time shou ts any • bads greater than 5. Nair assumes trusses are to be freed in a non - chods ve environment , (: �1 �• , " design beds be Emptied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are (or 'dry condition' of floe. 8 f /4/4 S TRANS ID: 284637 . Design assumes n bearing at ea supports shown. Shim m or wedge i` fabrication, handling, shipment and installation of components. Design na o assumes adequate drainage p ~ 6. This design m furnished subject to the Imitations set forth by 8. P�shall be located on both �faces of tru c, and placed so their center L EXPIRES 6/10/11 1101111111111111111111111111111111 TPIANTCA �OmpuTru SCSI, nC. Software 7.5.3F L } upon request 10. For basic connector Mate design values see ESR•2529 (CompuTrus) 9. Diggs indicate size or plate in Inches. and/or ESR -1311. ESR -1988 (MiTek). IIIIIIIIII1I This design prepared from computer input by. PACIFIC LUMBER / BC LUMBER SPECIFICATIONS 8-09-08 GIRDER SUPPORTING 2-00-00 IRC 2006 MAX MEMBER FORCES 4WR /ODF /Cq =1.25 TCB _ TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1.2 =( -7D3) 714 4-5.-1045) 1665 1.4 =) -207) 44 6.3 =( -287) 20 BC: 2X8 DF #2 2 -3 =( -706) 728 5 -6 =( -1045) 1665 4.2 =( -2003) 1256 3 -7 =( 0) 0 • WEBS: 2x4 DF STAND; LOADING 5.2 =( 0) 182 2x6 OF #2 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 LL +DL= 25.0 PSF 0'- 0.0' TO 8'- 9.5' I BEARING MAX VERT MAX HORZ BRG REQUIRED 811G AREA BC LATERAL SUPPORT <= 12'0C. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -520/ 1226V -2725/ 2725H 5.50" 1.96 OF ) 625) Connector plate prefix designators: REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. 8'- 9.5' -505/ 1241V -2725/ 2725H 5.50' 1.99 DF ( 625) C,CN,C18,CN18 (or no prefix) = Compuirus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.008' (L19999) @ 4'- 4.8' L/240 = 0.394' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TL DEFL = - 0.015' (L/6300) @ 4'• 4.8' L /180 = 0.525' 4 -04 -12 4 -04 -12 MAX H0RI2. LL DEFL = 0.010' @ 8'- 4.0° T T T MAX HORIZ. TL DEFL = 0.012° @ 8'- 4.0" 7 M-3x6+ ICOND. 2: 310.00 PLF 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 =1.6 M -1.5x3 M -3x10 1 2 A -/ i Ivtp A 3 1 ° r- o P- 0 i 0 0 00 0 c c N --C's-1) PROF -Ss. ro 0 tJG(NF6" , , a /^ s- 4� 5 rig � -, � M-3x6 M -1.5x3 M 4x6 • OREGON ^� J T 4 �0 • ° ' p y y y y (/4/ /0 Y. CI ", 4 -04 - 12 3 - 11 - 04 0 - 05 - 08 y 1, EX PIRES 12/31/11 8-09-08 1 c4 _ , JOB NAME: THE KNOLL AT TIGARD - T7 Scale: 0.4623 y 4!"11(4.1".' �• � ' WARNINGS: GENERAL NOTES, unless otherwise noted: , +'4` =:? 1. Bulkier and erection contractor should be advised of el General Notes 1. This truss design is adequate for the design parameters shown. Review , :e It ye?,f Truss ' T7 and Warnings before construction commences. era approval is the responsibility of the building designer, not the . . .r' lF s ,' 2. 2x4 compression web bracing must be Installed us ed where shown 0. truss designer or truss engineer. ' 2. Design assumes the top and bottom chords to be taterally braced at 3 All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. Z a.c. and at 19, o.c. respectively un less braced throughout their length by 17778 (B 'Q � DES - BY : LA DATE: 5/4/2010 CompuTrus assumes no responsibtty for such bracing. 3. ac Immmppaaacctt1toidgingror such bracing D rdreed sheathing(TC) shown and/or <:. l q. �. 4. No load shoul be component res A - appied to an y until after all bracing end 4. Irstalla5on of lose 0 the responsibility lit of the respective contractor. a : . . { �.[`'' SEQ.: 4546974 fasteners ere complete and at no time should any . loads greater than 5. Design assumes trusses are to be used in a non - corrosive environment, 1 I :. ION/►]. r design bads be applied to any conponent for "dry and are condition' of use. sr/ ¢ r 19 , ;.--,, N , - i i., '�. TRANS ID: D : 284637 s. CompuTrus has no control over and assumes no responsibility 10,1he 6. D for "dry tug bearing at 80 supports shovm. SNm or wedge If .. fabrication, handling, shipment and Installation of components. 7. Design assumes equate drainage is provided. 8. Thls design is furnished subject to the limitations set forth by 8. Plates shag be located on both faces of truss, end placed so their center i EXPIRES 6/10/11 11111 III F11111.11111 111111111111 C mpuTnds Inc. So tw 7 5 3F( furnished ) E apon rewbaL 1 0. F lines coincide with Joint center Ines. bask connector plate design 9. see ESR -2528 (CompuTrus) 9. Digits Indicate Wee of plate in Inches. andfor E8R -1311, E R -1988 ek). IIIIIIIIIIIIIII 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 #1 &BTR LOAD DURATION INCREASE = 1.15 1.2=( -297) 303 4.5 =( -552) 557 1 -3 =( 0) 0 2.5 =( -1255) 1153 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 1 -4 =( -107) 38 - WEBS: 2x4 DF STAND; 4 -2 =( -1338) 1311 2x6 DF #2 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 50.IN. (SPECIES) BC LATERAL SUPPORT <= 12'0C. 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: 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 MAX LL DEFL = 0.000' L19999 @ 0'- 11.6" L/240 = 0.054' M,M2OHS,M18HS,M16 = MiTek UT series • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL DEFL = 0.000' (Ll9999) @ 0'• 11.6' L /180 = 0.072' REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING YET. MAX TC PANEL LL DEFL = - 0.002° (1/6514) @ 0'• 11.6' L/180 = 0.072' f 3 M-3x6+ BOTTOM CHORD CHECKED FOR 10PSF 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. 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, 'MFRS, M -3x5 interior zone, load duration factor =1.6 2 o o A l - - ae o rn � <C TG1NF� O sit =� MS.0115 • OREGON ^°' - 4x6+ �' ' . °j v 7- II 1.5x4 � p Og .ER 6 " O 1. y f l 4 l i o r R- CPO 2 - 00 EXPIRES 12/31/11 - VI. C4 JOB NAME: THE KNOLL AT TIGARD - TS A. ; ° z t • A , Scale: 0.559 r"" if WARNINGS: GENERAL NOTES, unless otherwise noted: . • l 7 , L 1. Builder and erection contractor should be advised of a8 General Notes 1. This truss design is adequate for the design parameters shown. Review ,;. 1t;; .iss• • Truss: 1 T 8 and Warnings before construction cohsnences. and approval is the responsibility of the bui�ng designer, not the ,/. It :5'? , ' 2. 244 compression web bracing rust be installed where shown*. truss designer or truss engineer. 3. All lateral farce resisting elements Guth as temporary and permanent 2. Design assumes the top and bottom chords to be Ioterely race braced �`' 17778 � • DES. BY: LA stab) bracing mud be designed by designer of complete struct re. 2 ' o.c. and d 10' o.c. respectively unless braced t roughout their b h by continuous sheathing such as plywood sheathing(TC) and/or drywa8 C). •, DATE: 5/4/2010 CompuTrus assumes no reaponaibiaty for such bracing. 3. 2r4 I bridging or lateral brawn required where shown + •.• 4 % SEQ .: 4546975 4. fasteners � a°eco�ete and a� component e amt all r than 5: D�sume;�tr s are b u �°n e ca non-corrosive contractor. environment / I IOAIAL <' des n bads be end are for condition' of use. f / 4 / IQ - - f TRANS ID: 28463 7 s. CompuTrus � to am component. 8. Design assumes full bearing at all supports shown. Shim or wedged .{ '" . ' •1' mpuTms hoe no control over and assumes no responsibility for the necessary a. fabdcabon, handling, shipment and installation of components. . Desi assumes e ate rain ag is rovided. 6. This design is furnished subject to the Imitations set forth by 7 8. Plates shah be Iota° d ted'an bodn, races e of buss, ana pissed so their center [ EXPIRES 6/10/1 1 1111111101111111111111111101111111111 TPIMITCA In SCSI, copies of which will be furnished upon request. lines c indi at with joint aria n 11 9. Digits indicate size opf�plate ea Ih Ian values sea ESR -2529 (CompuTrus) Inches. CornpuTrus, Inc. Software 7.5.3E 1 L E 10. For basic connector n pt to n (MiTek). , . (4. • • II1IIIIIIIIIIII This design prepared from computer input by 1 IN PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR/DDF /Cq =1.25 TCM _ TC: 2x4 DF 616BTR LOAD DURATION INCREASE = 1.15 1-2=(-297) 303 4.5 =( -552) 557 1 -3 =( 0) 0 2 -5 =( -1255) 1153 BC: 2x4 DF 616BTR SPACED 24.0' 0.C. 1 -4 =( -107) 38 - WEBS: 2x4 DF STAND; 4 -2 =( -1338) 1311 2x6 DF 92 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'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12'0C. 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' (L19999) @ 0'- 11.6' L/240 = 0.054' M,tl2OHS,Y18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL DEFL = 0.000' (L/9999) @ 0'- 11,6' L/180 = 0.072' 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. 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. 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, M -3x5 interior zone, load duration factor =l.6 S- A 2 o 1 �� G1 MIS o o 0 \ � ,\t. PROPF 4► - s • OREGON ^ -4x6+ ' . M 1.5x4 � ' '' 'ER 6' O f�¢ I I O�R. CPQ' y 2 -00 y • EXPIRES 12/31/11: :, ., c o WAS • : n JOB NAME: THE KNOLL AT TIGARD - T9 ` Scale: 0.5590 y . y - , . • WARNINGS: GENERAL NOTES, unless otherwise noted: ,s'a/ I.' ; 4 v 1. Builder end erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review i, mt(; r Truss: 1 T 9 and Warnings before construction co ronences. truss d or truss pponsibe of the building designer, not the ,: 51",› f r r � 2. 2x4 compression web bracing must be Installed where shown +. 2. Design assumes the top and bottom chords m be laterally braced t E 17778 3 All lateral force resisting elements such as temporary and permanent 2 o.c. and 81 Ili sheathing o.c. reapectivrespectively unless braced throrghout their ir b by ' DES . BY : LA stablity bracing must be designed by designer of con Plata structure. continuous sheathing such as plywood sheathing(TC) and/or drywa C). •. DATE: 514 / 2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridglg or lateral bracing required where shown + + A 4. No load should be applied to any component until after all bracing end 4. Installation of truss is the responsibility o1 the respective contractor. _ '' SEQ.: 4546976 fasteners are complete end at no time should any TRANS ID: 2 8463 7 . bads greater than 5. Design assumes busses ere to be used In a non-corrosive environment �: ZONAL. r l design bade be applied to any component. and we for "dry condition" of use. f l ¢ / 19 *^ .�� -r, L ' 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes fug bearing et e8 supports shown, Shim or wedge It .. fabrication, handling, shipment and installation of components, 7. Design assumes edertuate drainage is provided. 6. This design is famished subject to the imitations set forth by 8. Plates shall be breted on both faces of truss, and placed so their center - [ EXPIRES 6/10/11 I11III 1I1II 11I'I1I' ��II u1 1IO IIII I111 I1 I11I TPIMfrCA in SCSI, copies of which will be furnished upon request. tines coincide w joint plate Ines. 9. D indicate size of Pieria ate in Inches. CompuTrus, Inc. Software 7:5.3F(1 LSE 10. For bask connector pate desigQn values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (WNW). ,. . if e , IIIIIIIIIIIIII This design prepared from computer input by u PACIFIC LUMBER / BC - LUMBER SPECIFICATIONS 12 -00 -00 GIRDER SUPPORTING 2-00-00 IRC 2006 MAX MEMBER FORCES 4WR /ODF /Cq =1.25 TCM _ TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1.2 =( -960) 981 5-6=(-1386) 2453 1.4 =( 0) 0 2-7=(-2793) 1555 BC: 2x6 DF 42 2 -3 =( -945) 963 6.7 =( -1366) 2452 1.5 =) -368) 26 7.3 =( -258) 85 WEBS: 2x4 OF STAND; LOADING 5.2 =( -2673) 1420 2x6 DF 42 A - TC UNIF LL( 50.0 )+DL( 62.0)= 112.0 PLF 0'- 0.0' TO 12'- 0.0° V 6.2 =( 0) 263 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: TO UNIF LL +DL= 25.0 PSF 0'- 0.0' TO 6'- 0.0° D BEARING MAX VERT MAX HORZ BRG REQUIRED BRG 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° -465/ 1463V -3720/ 3720H 5.50' 2.34 DF ( 625) Connector plate prefix designators: REQUIREMENTS 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,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = •0.020' (1/6650) @ 6'- 0.0' L/240 = 0.554' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TL DEFL = - 0.040' (L/3325) 8 6'- 0.0' L /180 = 0.739' MAX HORIZ. LL DEFL = 0.020' @ 11'- 8.5' 6-00 6 -00 MAX HORIZ. TL DEFL = 0.025' @ 11'- 8.5° T f -( (COK,_2:_310.ODJLE DRAG LOAD) /- 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, MFRS, interior zone, load duration factor =1.6 M -3x6+ M -3x12 f 2 M -1.5x4 co A - 0 v c O M ��� G D P - - - � � � \ � �t GIN F� �O t• 5 - 6 ><7 /,� /J�� M -4x8+ M -1.5x3 M -3x8 � OREGON A. �o . 0 l3 ER � w y y y y rl¢l /q rR• CP :Q- 0-05-08 5 -06.08 6 -00 y 1- EXPIRES 12/31/11 12 -00 • « `s. O F W ASii, JOB NAME: THE KNOLL AT TIGARD - T10 Scale: 0.4519 ;'` y �e � . o Y, �� C � ° Z' r `. WARNINGS: GENERAL NOTES, unless otherwise noted: s '1?/ 1 "7 ,4 - ' , 1. Bulkier and erection contractor should be advised of ell General Notes 1. This truss design Is adequate for the design parameters shown, Review Vii ,, IF tt? . '' ," Sr Truss: T 10 and Warnings before corstnrction coirursr ces. and approval is Me responsibility of the designer, not the tH:. 2. 2x4 compression web bracing must be installed where shown +• truss designer or truss engineer. 3 A0 lateral force resisting elements Both as temporary and permanent 2. Design assumes the top and bosom chords to be laterally braced at 77 DES. BY: LA stability bracing must be designed by designer of complete structure. 2' o.c. and at 1 d o.c. respectively unless braced throughout their le by B RR continuous Impac sheathing or such as plywood shoe where ardor drywa C). I, / ; ' DATE : 5 / 4 / 2010 ' CompuTrus assumes no responsibility br such bracing. 3. 2x Impact bdcging or lateral brao� required where shown + + 99 �YY 4. No bad should be sailed to any componerd until after all bracing end 4. Instaia8on of truss Is the responsibility of the respective contractor. .i.. '. Six, - 5E0.: 4546977 fasteners are complete and at no limo should any loads greater than 5. Design assumes trusses are to be used In a non-corrosive environment, ,t / / �: �Nfv+ design bads be applied to any component. and are for'dry corxlltlon' 01 use. f / 4 I 1 q :�^ v .. - . .tj „' '> TRANS ID: 28463 7 5. Con {xrTns has no Control over end assumes no responsibility for the 8• Design es ,. full bearing at a0 supports shown. Shim or wedge x fabrication, handling, shipment and i b m n installation of components. 7. Design assumes adequate drainage is provided. BIp (1�u�1''�� II 8. This design 8 furnished subject e Imitations set forth by 8. Plates shag be located on both faces of buss, and placed so their center [EXPIRES 6/10/11 ImSIl III Ill 11111 IIIIm 11111 1111 1111 TPInNTCA in SCSI, copies of which Mil be Mtris upon request Digs c indic a t w joint ata centn in n 9. Digit indlcefe elm of plate Ih Inches. CompuTftlS, Inc. Software 753F(1 L E 10. For basic connector pits deliggn values see ESR -2529 (Computes) and/or ESR -1311, ESR -1988 (MTek). + ri i+ ' IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0' IRC 2008 VAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCN - TC: 2x4 DF N18BTR LOAD DURATION INCREASE = 1.15 1-2.(-61) 71 5-6.(0) 919 1 -4 =) 0) 0 2.7 =( -1054) 0 BC: 2x4 DF N18BTR SPACED 24.0' 0.C. 2- 3 =( -58) 65 6 - =(0) 919 1 -5 =) -317) 41 7.3 =( -259) 63 WEBS: 2x4 DF STAND; 5 -2 =( -1072) 0 2x6 DF 9 A LOADING 6 -2 =( 0) 275 LL( 25.0) +DL( 31.0) ON TOP CHORD = 56.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON 801'701 CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 86.0 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: ADOL: TC UNIF LL +DL= 25.0 PSF 0'- 0.0" TO 6'- 0.0' 0 12'- 0.0" 0/ 802V -79/ 70H 5,50' 1.28 DF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc 14,V20HS,V18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = - 0.015' (L/8866) @ 6'- 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 IOPSF LIVE LOAD. TOP VAX HORIZ. LL DEFL = 0.005' @ 11'- 8.5' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VAX NORIZ. TL DEFL = 0.013' @ 11'- 8.5' 6 -00 6-00 1' 'r - 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.B, MWFRS, interior zone, load duration factor =1.6 M -3k6+ M -3x8 1 U 2 M -1.5x3 am C7 A rn vr .4 N O -- CEO PROF M -4x6+ M - 1.5x3 M - 3x4 t OREGON ^a' ' J T - �p - ° a ER 6 ' O " y y y r14�1q r R. CN 0 - 05 - 08 5 - 06 =08 6 - 00 y y EXPIRES 12/31/11 12-00 g . C4 J o* WA �F ®, JOB NAME: THE KNOLL AT TIGARD - 711 ' y�' 1 �� �; : c � ° z i t k Scale: 0.4519 " y CO .;it ; r : . . ,, :• . W otherwise noted: 4 WARNINGS: GENERAL NOTES, unless otherwise 1 i r . d 1. Builder and erection contractor should be advised of el General Notes 1. This truss design is adequate for the design parameters shown. Review i :• O. ; , Truss: T11 and Wmrg ars before construction col mences. and approval is the responslbllty of the building designer, not the 4 , / t k :4 * '� 2. 2x4 compression web bracing neat be Installed where shown +. truss designer or truss engineer. • 3 At lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be lataraOy braced 01 7778 DES. BY: LA stabilty bracing must be designed by designer of complete structure. o.c. and at 10' c.c. respectively unless braced throughout their b by c e • � DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 1. continuous sheathing such as 24 1rtrpact bridging or lateral bracing auing required where shown + * d sheatNng(fC) and/or drywall C). �, " _ 4. No load should be tippled to any component until after all bracing and 4. Installation of truss to the responsibility of the respective contractor. � .(' �� SEQ.: 4546978 fasteners are complete end at no time should any bads greater than 5. Design assumes trusses are to be used Inc non - corrosive environment 1 ' I:• - ��� r design bads be applied to any component and are for 'dry condition* of use. .1/ !} I �q * - ;, • 3 - TR ANS ID: 284 37 5. CompuTrus has no control over and assumes no responsibility for the 6. D� ass urea ma bearing et tie supports shown. Shim or wedge x 4 fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. III 8. This design is furnished subject to the Imitations set forth by 8. Ptatas shall be located on both faces of truss, and placed so their center [ EXPIRES 61 1011 1 I I��III II 111111 Ht I I 1 ''�pp1 IM� I II 1 I CompuTrus, Inc. Software 7.5.3F( Ls E upon request. 10. o basic connector design values see EsR -2529 ( CompuTtus) L 9. Digits indicate size of plate in Inches. andror ESR-1311, E 1988 iTek). ,s • • 111111IJlvl This design prepared from computer input by I� PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 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 =( -298) 902 4.5 =053) 557 1.3 =( 0) 0 2.5 =( -1588) 1486 BC: 2x4 DF 111 &BTR SPACED 24.0' 0.C. 1 -4 =) -107) 38 - WEBS: 254 DF STAND; 4 -2 =( -1646) 1620 2x6 DF #2 A LOADING LL( 25.0) +DL( 31.0) ON TOP CHORD = 56.0 PSF BEARING MAX VERT MAX HORZ 890 REQUIRED BRG AREA TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 66.0 PSF 0'- 0.0" -1488/ 1604V -620/ 620H 5.50' 2.57 DF ( 625) 2'- 0.0' -1488/ 1604V -620/ 620H 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 N MAX LL DEFL = 0.000" (L9999) @ 0'• 11.6° L/240 = 0.054' ,M2OHS,N / 18HS,M16 = MiTek NT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL DEFL = 0.000" (L @ 0'• 0.6° L/180 = 0.054' REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. MAX TC PANEL LL DEFL = - 0.002' (L/8559) @ 0'- 11.6' L /180 = 0.073' 3 M -3x6+ BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = - 0.002' (L/5336) @ 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" ICOND. 2: 310.00 PLF DRAG LOAD. 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. �� -/ 1 Wind: 110 mph, h =15ft, TCDL= 18.6,BCOL =6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, 1 interior zone, load duration factor =1.6 fo A 0 am m 0 0 M c:1 \ ��� ,g - PROFE � �GINF O � 'P 7 4 ' 5 M 4x6+ • OREGON � J M 2x4 � , p ' �g E R 6' O fl¢l /q e R. GP . . _ .1 2 -00 y EXPIRES 12/31/11 • : `� OF WASJ, 0:, JOB NAME: THE KNOLL AT TIGARD - T12 p • ,. c � O. t -ot • Scale: 0.5590 to WARNINGS: GENERAL NOTES, unless otherwise noted: • s -04: `' 1. Builder and erection contractor should be advised of a0 General Notes 1. This fuse design Is adequate for the design parameters shown. Review A:, Truss: T 12 and Warnings before construction col mem:es. and approval Is the responsibility of the building designer, not the ,/ 1 /9;07." . 2. 20 compression web bracing nest be installed where shown +. toss designer or truss engineer. 2. Design assumes the top end bottom chords to be laterally braced at 3. Ali lateral force resisting elements subh as temporary and permanent 17778 . DES. 8Y : LA stability bracing must be designed by designer of complete sewers. Z o.c. and at 10' o.c. respedNey unless braced throughout their la by , y rQ DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2xx Imprya a ct bridging o llat�eral as ci g1 r wberre sing(7C) * drywa0(BC >. •. 1 , .. 4. No load should be applied to any component until after a0 bracing and 4. Installation of truss Is the responeHxrdy of the respective contractor. ♦� , ? . SEQ.: 4546979 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a non.conosive environment, n � N /�s+ design loads be applied to any component and a for condition' ndtiien' 01 use. .r/4/4 ' ' ,. ;1 » TRANS I D : 284637 5. compuTrua has no control over and assumes no responsibility for the and do assumes ndit e u arin at all supports shown. shim or wedge H ' �. 4 fabrication, handling, 111111 �- 1111 8. This design is furnished susu too the Irt�tlon s setetm components. g. Plates snail b loca a ted cn both faces of provided. 6. placed so their center • [ EXPIRES 6/10/11 subject TPVW in S copie of which will be furnished upon request Ines coincide vdN Joint center Ines. 11111 11111 I IIBI� 111 111 B. Digits indicate size of 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 -1989 (MITek). to IIIHIHIIIIHI This design prepared from computer input by PACIFIC LUMBER / BC - LUMBER SPECIFICATIONS 28 -00 -00 GIRDER SUPPORTING 2 -00 -00 IRC 2006 MAX MEMBER FORCES 4WR /DDF /Cq =1.25 TCM TC: 2x4 DF 816BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1- 2 =( -666) 677 8- 9 =( -6489) 8708 1- 7 =( 0) 0 11- 4 =( 0) 219 BC: 2x6 DF 02 2- 3 =( -2219) 0 9.10 =( -3539) 8039 1- 8 =) -247) 0 4.12 =( -2871) 1368 - WEBS: 2x4 DF STAND; LOADING 3- 4 =( -3707) 0 10 -11 =( -2227) 7240 8- 2 =( -2993) 0 12- 5 =( -531) 1488 2x6 DF 42 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 =) -289) 1686 5.13 =( -4245) 191 8C UNIF LL( 0.0)+0L( 20.0)= 20.0 PLF 0'• 0.0' TO 28'- 0.0" V 5- 8 =( •942) 960 12.13= ( -4909) 8500 9- 3= -3189) 743 13- 6 =( -277) 28 TC LATERAL SUPPORT <= 12'OC. UON. ADOL: TC UNIF LL +DL= 25.0 PSF 0'- 0.0' TO 6'- 0.0' D 3.10 =1 -720) 1199 BC LATERAL SUPPORT <= 12'OC. UON. 10- 4 =( -2316) 1785 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' 0/ 2137V -8680/ 8680H 5.50° 3.42 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 28'- 0.0' 0/ 2123V -8680/ 8680H 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. 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, "MFRS, interior zone, load duration factor =l.6 4 -01 5 -11 -12 5-11-12 5 -11 -12 5 -11 -12 T •r T T '( -r 12 7- - 0.25 M -3x6+ M -4x6 M- 4x10(S) M -3x10 2 1 I, _I �`' __ 1.50 M -4x8 M -1 .5x4 8 r_ 5 6 o A J 5 o ± + o C;) rs I ++ 0 _i 8 c r- 9 10 11 12 r'13 M -10x10 M -3x8 0.25" M -1.5x3 M -3x8 M -10x10 MHS- 7x10 (S) 11 l .1 ). ), y 0 -05 -08 3 -11 5 -11 -12 5 -08 -04 5 -08 -04 6-03-04 • -..� ; ..* ' Vt.. C.611/4 -- . 28-00 . '`� F INASkj C EO PRop s `. 4b JOB NAME: THE KNOLL AT TIGARD - T13 5 � ` � s `- c) Scale: 0.2729 C� , `r10 y •' Y it-* WARNINGS: GENERAL NOTES, unless otherwise noted: Cr r „.... 4 1 '` 1. Bulkier and erection contractor should be advised of eh General Notes 1. This truss design is adequate for the design parameters shown. Review -- - - • , 01,11',%.;f1 .e • Truss: T13 end Warnings before construction commences. and approval is the responsibility of the building designer, not the /� /��}�. 'u_ ° • rµ:�9r 2. 2(4 compression web bracing must be fnsteped where shown *. truss designer or truss engineer. L •i/� 3. All lateral force resisting elements such as temporary and permeneM 2. Design and alt W the top and bottom ch to be throughout braced et - • OREGON .'. 6 17778 ® DES. BY : LA stability bracing must be designed W designer of complete structure. 2 ' o.c. end a 10' o.c. respectively unless braced throughout theiirrvieaan(BBh ). c .T DATE: 5/4/2010 continuous sheathi g such as bracing required where shown + + d sheathing(TC) and/or a C). C 4 •. CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing - SEQ .: 4546980 4. �ten e e p� s a any no times should any aim all than and 4. 5. Design ass In re to biwsed of affir respective non-corrosive erw ronn end, , O Og _ E R 6 2 Q v �" I: ZONAL '; design loads be applied to any component. and are for 'dry condition' of use. y. f l 4/ l9 t: .... � ,�.. •_ , TRANS ID: 28463 7 5. CompuTrus has no control over end assumes no responsibility for the 6. Design necessary. fabrication, assumes fud bearing et ail supports shown. SNm or wedge If { / /0 L7 P� tion, handli, shipment t and installation of combonenta. 7. Design assumes ad bot drelrtage le novklss, e a d. f / 4l `� V I' IN, 'pNI 6. This design Is furbished subject to the Imitations set forth by 6. Plates shat be bested on h laces of bund Placed so theft center EXPIRES 6/10/11 � , 11111110]UI11. f�II1IN�11 IH �Il� CompuTrus, Inc. St3Rware 7.S.3F(1L)E request. 1 0. Digits indicate deslgnval ;essee ESR- 2529(CompuTnus) EXPIRES 12/31 /11 and/or ESR -1311, ESR-1988 ek). •' i t 4 • • 11111111 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 418BTR LOAD DURATION INCREASE = 1.15 1- 2 =1 72 81 8- 9 =( -256) 67 1- 7 =( 0) 0 10- 4 =( -681) 0 BC: 2x4 DF 416BTR SPACED 24.0' 0.C. 2- 3 =( -53) 324 9-10=( 0) 2022 1- 8 =( -202) 8 4 -11 =( -353) 25 • WEBS: 2x4 DF STAND; 3- 4 =( -2354) 0 10.11 =1 0) 2837 8- 2 =( -23) 331 11. 5 =1 0) 517 2x6 DF 42 A LOADING 4- 5 =( -2569) 0 11.12 =1 0) 2306 2. 9 =1 -932) 0 5 -12 =( -2810) 0 LL( 25.0) +01( 31.0) ON TOP CHORD = 56.0 PSF 5- 6 =) -58) 67 9- 3=(-2472) 0 12- 6 =( -285) 27 TC LATERAL SUPPORT <= 12'0C. UON. OL ON BOTTOM CHORD = 10.0 PSF 3 -10 =) 0) 670 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 86.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA Unbalanced live loads have been ADDL: TC UNIF LL +0L= 25.0 PSF 0'- 0.0' TO 6'- 0.0' 0 LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) considered for this design. 4'- 0.0' 0/ 2276V -88/ 76H 5.50' 3.41 OF ( 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 IRC 2006 AND IBC 2006 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = GompuTrus, Inc MAX LL DEFL - 0.015' (L/3200) @ 0'• 5.5' L/120 = 0.400' M,M20HS,M18HS,M16 = MiTek UT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TL DEFL = 0.000' (1/9999) @ 0'- 2.7° L /90 = 0.533' MAX LL DEFL = - 0.081' (1/3419) @ 18'- 0.5' L/240 = 1.154' MAX TL DEFL = 4.208° (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 191( 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, MFRS, interior zone, load duration factor =1.6 4 =01 6-01-08 5 -10 5 -10 6-01-08 s 7--- 12 0.25 M -3x6+ M -3x4 M- 4x5(5) f / 1 n 2 3 M 3x8 1.5 M -3x8 M -1.5x3 o A ' _,� 5 $ u; oD T N O C e) r� a e 9 " 10 0.25" 11 X6 12 M -4x6+ M -3x8 M -3x4 M -3x8 M- 5x5(S) y y l y 1 4 -01 -12 7 -09 -05 7-09-05 8 -00 -13 y y y 4 -00 24 -00 y y 1t. C� 28 -00 1 .c %I PROp . v0 Co* WA S/ij k 0: : . o , = s'o , � , y �� � : ; c � ° s JOB NAME: THE KNOLL AT TIGARD - T14 c r ; ' Scale: 0.2804 / WARNINGS: GENERAL NOTES, unbar otherwise idled: s N ./. 1. Builder end erection contractor should be advised of all General Notes 1. This truss design b adequate for the design parameters shown. Review ' � ` t� *1 "t- Truss: T 14 and Warnings before construction commences. and a is the responsibility of the building designer, not the • r u A07. k° 7 2. 2:s4 compression web bracing must be Installed where drown +. truss designer or truss engineer._ OREGON DES. BY: LA 3. AD lateral force resisting elements such as temporary and permanent permanent 2 ' c. and�� d o.c. ey untess braced throughout their length by �T ^°j J .4 R 17 7 78 stability bracing must be designed by aestgnei of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywaD(BC). . 9 8 E R 6 . e 0 ' Z511r� DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x b bridging or lateral Madre required where shown + + Q ` ,- 4. No bad should be applied to any component until after a9 bracing and 4. Insta6etlon of truss Is the responsibility of the respective contractor. T SEQ.: 4546981 fasteners are complete and at no time should any . bads greater than 5. Design assumes Misses are b be used in a non-corrosive environment, / R . C- I IQ ) - tONM `; desig n bads be a b a c M. 8. Darien sesames full bearing at e9 supports shown. Shim or wedge If 1 4 / IQ t *6 Lr' TRANS ID: 284637 5. GompuTrus has no o con over a n d no esponsiblily for the n and . are lira „for "dry median" of use. J / . i fabrication, handing, shipment and installation of components. 7. Design as ad uate drainage laorm4ded �I�'e �I 6. This design la furnished subject b the Imitations set forth by 8. Plates shall be foliated on both boas o truss, a nd placed so their center EXPIRE 1 2/31/ 11 ,. _ XP�RES 6110/ 11 ImYl4 IW1I 1110 ill 111111 111 ICI�I I� IOIm I 11111 II I III TPIIVYfCA in SCSI, wpbs of which will be turn' upon request. Digs coincide with Joint ate in Ines. _ . .. _ .. e. Digits indicate sift o platedeisnign inches. CofnpuTrus, Inc. Software 7,5,3F(1 L E 10. Fo�ESR 7nector pt BRt de p',vak)es see ESR -2529 (GompuTrus) c ■s • , c 3111111 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 k16BTR LOAD DURATION INCREASE = 1.15 1- 2= -72) 81 8- 9 =(0) 1842 1- 7 =( 0) 0 10- 4 =( -209) 30 BC: 2x4 DF k16BTR SPACED 24.0' 0.C. 2- 3= ( -1 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 k2 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 = 56.0 PSF 5- 6 =( -58) 67 9- 3 =( -1911) 0 12- 6 =( - 286) 27 TC LATERAL SUPPORT <= 12'OC. UON. 01 ON BOTTOM CHORD = 10.0 PSF 3 -10 =( 0) 410 BC LATERAL SUPPORT <= 12'0C, U01. TOTAL LOAD = 66.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: ADDL: TC UNIF LL +OL= 25.0 PSF 0'- 0.0' TO 6'- 0.0' D LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0° 0/ 1949V -88/ 76H 5.50' 3.12 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 28'- 0.0° 0/ 1846V -88/ 76H 5.50° 2.95 DF ( 625) REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF 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'k 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 6 -01 -08 5 -10 5 -10 6 -01 -08 1. 7 12 -0.25 M -3x6+ M- 4x6(S) M -4x6 M -3x6 1 Ft1 2 3 1.59" M -4x8 M -1.5x3 ..a o 5 6 -/ . . . . - Hi I 111111 co A e °° = DI n v + } m N O + O M OJ /- - 6S 8' - 9 10 0.25" 11 12 '� M -4x6 M -3x6 M -3x4 M -3x10 M- 5x6(9) y y y y b 0 -05 -08 3 -11 7 -09 -05 7 -09 -05 8-00-13 28-00 ,� • • CAI 5' PR ,, WAS/047w", : , , . O f � r . Scale: 0.2978 c1 F y • � z .'' .1 � 4 , ' ` �, G IN o � j Y' � JOB NAME: THE KNOLL AT TIGARD - T15 a WARNINGS: GENERAL NOTES, unless otherwise noted: : • . • . . . N "' dry, ..? 1. Suxder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review - Truss: T 15 and Warnings before construction commences. and approval is the responsibility of the buldir 9 designer, not the • OREGON /� .`i: � 2. 204 compression web bracing most be installed where shown +, truss designer or trues engineer. ` . 3 AN lateral force resisting elements such as terrgrerary and permanent 2. Design assumes the top and bottom chords to be laterally laterally braced at I` N � ' � e 17778 DES. BY: LA stability bracing must be designed b y desgnei of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by I �g 1S1 DATE: ' S / 4 / 2010 _ continuous sheathing such as plywood sheathing(TC) and/or d ). O E R . •, CompuTrus be a rmeresponsibility for such bracing. 3. 2x Impact bridging or lateral bracing required shown + + �. y •.. any component unto after an bracing and 4. Istagetion of truss la the responsibility of the respective contractor. T SEQ.: 4546982 fasteners Die complete and at no TRANS ID: 2 84637 4. No bed time annum any loads greater than 5. Design assumes unease are to be used In a noncorrosive environment, oenvironment, , I / ) / O R. C (� / /9 ) ' .' ' " 1 design bads be applied to any corcomponent. and are for "dry conditlon" of use. .�. t ° . 5. CompuTrus has no control over and assumes no responsibility for the 8. Design assumes fug bearing at NI supports shown. Shim or wedge it 1 ' f necessary. amea s evidad .L II�III This desiis her skis and installation of components. 1101 n rla. 7 adequate drainage is - - - - - EXPIRES 12/31/11 ` 'XPIRES 6/10/1 1 I�'�Il I' I� III Il'� 6. This design furrds dshed subject to to tha Im Imiletions set forth by B. Plates shag located on both faces truss, and placed so their tamer UWII ���I II� W III � II� iml� Imllm IIm11m�I TP CA In SCSI, copies at which n will be ( upon request. Dies i ca w joint an che. 1. 9. ind irrdbet e sizz e of i inches. CompuTrus, Inc. Software 7.5.3E 1 L E 10. For basic connector plate e plate design vales see ESR -2529 (CompuTrus) and/or ESR -1311. ESR -1988 ITek). 3 0 i, gr • P ar I1IIIIIIII This design prepared from computer input by u PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0' [COND. 2: 310.00 PLF DRAG LOAD. I - TC: 2x4 DF #1 &BTR 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"t at time of manufacture. 2x6 DF 02 A LOADING LL( 25.0) +DL( 31.0) ON TOP CHORD = 56.0 PSF Design conforms to main windforce- resisting TC LATERAL SUPPORT <= 12 UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12'0C, UON. TOTAL LOAD = 88.0 PSF Wind: 110 mph, h =15ft, TCDL =18.6,BCDL =6.0, ASCE 7 -05, C- 1.5x4.3 or equal at non - structural AODL: 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,C18,0618 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek 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' 1' T T ' 1' 12 7 - 0.25 M -3x6+ M -3x6 M -3x6 M- 5x6(S) 1 M1 2 3 0.2 M -4x5 M -1.5x4 co x m Imo_ .. M - 4 12 x6+ M -3x6 100 M 3x6 M- 5x5(S) M -3x8 J y „I' Provide Ful Continuous Bearing y y 0 -05 -08 3 -11 7 -09 -05 7 -09 -05 8 -00 -13 k _ -.■-: 28-00 `-` • C. ■ !,"*' PROF '`� o *. WASIj / d 6.5 r�G)MFc� O ■ A: L` j, .c. JOB NAME: THE KNOLL AT TIGARD - T16 FW ti S ca l e: 0 . 2 979 <t- . y r . r . Z l s WARNINGS: GENERAL NOTES, unless otherwise noted: ` .. a/ .'" s p t l r % , , 1. Bulkier and erection contractor should be advised of e8 Genre/ Notes 1. This truss design Is adequate for the design parameter: shown. Review ,',. rt ycf r Truss: T 16 FW and Warnings before construction commences. and approval is the responsibility of the blinding designer, not the • OREGON /� . rb 59'' 2. 214 compression web bracing must be Installed where shown +. truss designer or truss engineer. DES. BY ' LA 3 All lateral force resisting elements such as temporary and permanent 2. Design assures the tap and bottom chords to be laterally laterally braced et � J • '� '' - . 17778 • stabilty bracing must be designed by designer of complete structure. 2' ac. and at 117 o.c. respectively amass braced throughout their �t h M � Q . �g E R 6 • Q ' � � continuous sheathing such as plywood sheathbrg(TC) and/or drywe8(BC). DATE: 5/4/2010 CompuTrus assumes no responsibility for such bracing/. 3. 2x bridging or lateral bracing required where shown + + is Q- '' - SEQ.: 4546983 4. veneers are plletee et n component uld e y k,ameeateerr bracing and 5 5. s uumm s tr sses ar to o I min a n envirronnnment, R . G N I IO}VAL . /1 ,( /I , �. ." TRANS ID: 28 assign loads be applied to any component 6. Design assumes NB bearing and are nor 'thy mum". of use. f 14 . /4 - - - -' • l /0 , 1. - t • " et all supports shown. 6hfm or wedge If 5. CompuTrus has no control over and assumes no responsibility for the •G fabrication, handing, shipment and Installation of components. 7. Deesig F umes adequate drainage is provided. EXPIRES 12/31/11 _` XPIRES 6/10/11 i '��Ily'� 'I 'I 6. This design Is hardened sub)ad to the Imitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center - - .. - - .. -. L ~ I 111111 111 NII IIBIm�I� 011 Y III III IIII Ili om p u A In BCSI, copies of re won be (1 L)-Z upon request. end/ or ESR e lncho a with ESR-1988 center Ones. k). 9. Digits Indicate size of plate in inches. CompuTrus, Inc. Software 7.5.3F(1 L) -Z 10. For bask connector a d values see ESR -2528 (CompuTrus)