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Plans (620) 20 GA. WALL FLASHING 6ilb t� 1/2" PLYWOOD OVER TRUSS r°. IV \ �' CANT STRIP SET IN MASTIC ..• .••' EPDM ROOFING EXTEND o •le eS Gt�b 4 q' ••` N ..... xi- i:; D `' r P' Asi 2x6 RIPPED FOR RO 'P e V'. 1 -7 \ '' SLOPE- cee\" 5S O \2( Joe Paa ie • 0y' 2 2 4 0 2xlm AT 24" O.G. (NO. 2 OR BTR.) 0 0 0 0 \ 0 Im SIMPSON NI TIE 'AT EA. JOTS SIMPSON LUS28 NANCER TRUSS "I", SEE TRUSS DLOGS. CxLU -LAM BEAM 'G A ADDENDUM NO. 2 a s k PR O T : D ETA L/ 1 1/2" = 1' - ' ``r Id t) i / � / r i , , • / CONNECTION DETAIL AT ROOF DEPRESSION ,---: ;FOR HVAC SYSTEM AT OFFICE ROOF. or i CfTY OF TIGARD B.U.P. NO. • 99 -0048 °`" OREGON Af ' 17 1, \ li t, Min inig WAN. IMII 10I■uu.11i■nfl ■1 PROJECT: DUNCAN BUILDING � 4 ``C' Ea ∎i1iy■n:>Naranni DATE: 8/20/99 JOB NO PREPARED BY: JDA 7f7-, ,. 2 -' 1 -2000 i lli �i ailliiiiiYiini and Construction Phone503) Services Inc. CLIENT: JOHN DUNCAN PAGE NO. 1 OF 0 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam1 WoodWorks® Sizer 97c Aug. 19, 1999 16:21:56 COMPANY 1 PROJECT Nicoli Engineering PO Box 23784 Tigard, Oregon 97223 DESIGN CHECK - NDS -1997 RoofJoist DESIGN DATA: material: Lumber -soft @ 24.0 [in) spacing lateral support: Top= Full Bottom= @Supports total length: 9.00 [ft] repetitive factor: applied where permitted(refer to online help) Load Combinations: ICBO -UBC INPUT LOADS: (force =kips, pressure =psf, udl =plf, location =ft) »Self-weight of members has NOT been included« Load 1 Type 1 Distribution 1 Magnitude 1 Location 1 Pattern 1 1 Start End 1 Start End 1 Load 1 Dead Full UDL 30.00 No 2 Snow Full UDL 50.00 No 3 Dead Point 0.37 4.50 No 4 Snow Triangular 25.00 0.00 0.00 5.00 No • MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in) 9.0 ft Dead 0.32 0.32 Live 0.28 0.24 Total 0.60 0.56 B.Length 1.0 1.0 ############## # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #, # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## DESIGN SECTION: D.Fir -L, No.2, 2x10 This section PASSES the design code check. ############################################ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## SECTION vs. DESIGN CODE (stress =psi, deflection =in) Criterion 1 Analysis Value I Design Value 1 Analysis /Design 1 1 Shear fv @d = 56 Fv• = 109 fv /Fv' = 0.51 Bending( +) fb = 957 Fb' = 1309 fb /Fb' = 0.73 Live Defl'n 0.05 = <L/999 0.30 = L/360 0.17 Total Defl'n 0.19 = L/577 0.45 = L/240 0.42 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 900 1.15 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA Bending( +): LC# 2 = D +S, M = 1.71 kip -ft Shear : LC# 2 = D +S, V = 0.60, VEd = 0.52 kips Deflection: LC #.2 = D +S Total Deflection = 1.50(Defln_dead) + Defln_Live. (D =dead L =live =snow W =wind I= impact C= construction) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. " ,? NCB:() Evaluation Service, Inc. u ' 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601 -2299 • •; . A subsidiary corporation of the International Conference of Build Officials EVALUATION REPORT Report No. 4211 Copyright © 1996 ICBO Evaluation Service, Inc. Reissued April 1, 1996 Filing Category: FASTENERS—Steel Gussett Plates (066) COMPUTRUS TRUSS PLATES comply with the 1994 Uniform Building Code"', subject to the following COMPUTRUS, INC. conditions: 10370 HEMET STREET, SUITE 200 1. The connectors are installed as set forth in this report. RIVERSIDE, CALIFORNIA 92503 2. Allowable Toads are as set forth in Table 1. I. Subject: CompuTrus Truss Plates. 3. The allowable loads may be increased for duration of load In accor- II. Description: A. General: The CompuTrus Truss Plates are punched from dance with Section 2304.3.4. Nos. 18 and 20 gage galvanized sheet steel meeting mechanical requirements 4. Connectors are installed in pairs on opposite faces of the members established in UB.C. Standard 22 -1 for A446 Grade A or higher steel. The plates connected and are not installed at locations where knots occur. have 9.4 teeth per square inch of plate, each approximately 1 /3 inch in length and 5. Application of truss plates to wood members with a moisture con - approximately 0.106 inch in width. The teeth are punched in pairs, with each pair tent exceeding 19 percent requires that only 80 percent of the load spaced 1/4 inch on center along the width of the plate, and 0.85 inch on center values In Table 1 be used. Plans submitted to the building official along the length. Alternating rows of teeth are staggered .10 inch from adjacent for approval must Indicate a maximum moisture content for the rows. The "CN" series plates are identical to the °C" series, except that every wood at the time of plate installation. third row of teeth is omitted. Plates are available in increments of 1 / 2 inch in width, 6. Stresses at the net section of steel plates are not In excess of the up to 12 inches, and 0.85 inch in length, as required by the design. The plates values permitted in Chapter 22 of the code. The maximum tensile are applied to truss members in pairs on each face of each joint with a power load is determined by multiplying the efficiency ratio times the press constructed in accordance with the manufacturer's specifications. gross area of the plate times the steel design stress. B. Identification: The CompuTrus series C plate is embossed with the letter 7. Where one -hour fire - resistive construction is required, see Evalua- "C" for the No. 20 gage plate and "C18" for the No. 18 gage plate. The No. 20 tion Reports 1352 and 1632. gage CN series is identified by the letters "CN" embossed on the plate, and 8. The allowable load values are recommended only when plans, "CN18" for the No. 18 gage plate. truss designs and calculations are submitted and accepted by the III. Evidence Submitted: Descriptive literature, details, calculations and load building official as showing compliance with the Uniform Building tests are submitted in compliance with Section 2343 of the code. Code and specifying that fabrication inspection will be provided in accordance with Section 2311.6 of the code. Findings 9. Trusses are individually designed in accordance with recognized engineering principles. IV. Findings: That the CompuTrus Truss Plates described in this report This report is subject to re- examination in two years. TABLE 1— ALLOWABLE LOAD IN POUNDS PER SQUARE INCH OF PLATE CONTACT AREAL LUMBER SPECIES SPRUCE— FWE —FrR . HEM —FIR SOUTHERN YELLOW PNE DOUGLAS FEI•LAR CH EFFlCIENCY RATIO DI PERCENT D[ndbn of tad with Respell to Direction of Load with Respect b Dtrsd$on el Load with Respell b the ctbn d Load with Respect Ss i DIndbn d Load *Rh Respell b the the Length the Length M Length One Length Length of the Ptah. ?1 the elate ' *- Di. ol Ito Ptah TYPE OF PLATE 0° b 45° 4th° to 90° 1 0° to 45° 46 °° 90° 0° to 45° I ° 94e 0° • . -° ° 90° 1 0° Sp° C 165 146 L1M©t I REVISE '..!' ` 1 59 42 CN 110 97 1 36 I � 36 107 I 74 42 1 Loads are based on the following specific gra' i r: `.� i e :•f?', . - 0.43 -0.46, D laseu- arc 0.49 -050 and southern pine 0.55 +. 2 Loads are calculated on the basis gross plate a THIS DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN INTENT OF CONTRACT DOCUMENT& ACTION SHOWN ABOVE iS SUBJECT TO ALL REQUIREMENTS OF CONTRACT DOCUMENT& IN NO WAY DOES ACTION SHOWN ABOVE RELIEVE THE COKTRACTOR OF HIS RESPONSIBILITY TO GUARANTEE THAT OQ!!SThJCTI I!I CF0RMS TO OQ!I NMI DCGWENTS Evaluation r e p o r t s of1CBOEvaluation Servi:e, Inc., are issued solel t o provide inf.rmalion 1 . • iin 1 e • bers of ICBO, utilizing the code upon which the report is based. Evaluation reports are not to be coming/ter a s tl',Yio • 4 t:.. ti ._ . t .,_ „�___ t.,,,.•: : .:..:...• NIS an endorsement orrecommen- dation for use of the subject report. 1411.11 This report is based upon independent tests o • oth4e : i 4.0 • b '1 , • ,,,, ii, l� PIt� v uatIN a ,, in technical staff has reviewed the test results andior other data, but does notpoi L ess es jac” tiles to m at a an endepe • e ven scalro�n.`1 here is no .•arranty by ICB Evaluation Service, Inc., express or implied, as to any "Finding^ or other made • iJe, a holm product cove 1e o u is not ed to, merchantability. L__ Page 1 of 1 Page 2 of 5 ER -4211 4. Allowable lateral resistance values for CompuTrus truss feed trusses into a stationary finish roller press or, if the ad- plates installed at the hee; joint of a fabricated wood truss justment factors given in Table 4 are used, single -pass roller must be reduced by the heel -joint reduction factor, HR, as presses. follows: When truss fabricators use single -pass roller presses, the H = 0.85 - 0.05(12 tan 0 - 2.0) rollers must have minimum -18 -inch (457 mm) diameters. Plates embedded with a single -pass, full- embedment roller where: press must be preset, before passing through the roller press. 0.65 <_ HR <_ 0.85 by striking at least two opposite corners of each plate with a 0 = Angle between lines of action of the top and bottom hammer. chords (shown in Figure 3). 2.6 Identification: Where the top chord slopes are greater than 12:12 (100% The CompuTrus "C" Series plates are embossed with the slope), this heel -joint reduction factor is not applied. designation "C -20" or "C -18," for the No. 20 gage or No. 18 2.3.5 Combined Shear and Tension: Each CompuTrus gage plates, respectively. For the "CN" series, the No. 20 gage plate is identified by the designation "CN -20 truss plate must be designed for combined shear and tension " embossed capacity, based on the orientation of the truss plate relative to on the plate, and the No. 18 gage plate is identified by the des the directions of loading. Design for combined shear and ten- des- ignation "CN 18." sion must be in accordance with Section 11.2.4 of ANSI TPI 3.0 EVIDENCE SUBMITTED 1-1995. Test data in accordance with National Design Standard for 2.3.6 Combined Flexure and Axial Loading: Truss plates Metal Plate Connected Wood Truss Construction, ANSI/TPI designed for axial-forces are only permitted as splices in the 1 -1995. top and bottom chord when the splices are within 12 inches (305 mm) of the calculated point of zero moment. Design of 4.0 FINDINGS truss plates at splices in the top and bottom chord that are not That the CompuTrus Truss Plates for Wood Trusses de- placed within 12 inches (305 mm) of the calculated point of scribed in this report comply. with the 1997 Uniform zero moment must include combined flexure and axial Building CodeTu, subject to.the following conditions: stresses. 4.1 Plans and calculations are submitted to the build- , 2.4 Truss Design: ing official for the trusses using truss plates de- Plans and calculations must be submitted to the building offi- scribed in this report. cial for the trusses using truss plates described in this report. 4.2 The truss plates are 'designed to transfer the re- The truss design must show compliance with the code and quired loads using the design formulae in ANSI/TPI accepted engineering principles. Allowable loads for the truss '1 -1995. - A• copy :of :the ,ANSUTPI :1 -1995 standard plates may be increased for duration of load in accordance must.be to.the.building.department when with the code. Calculations must specify the deflection ratio this is requested by.the building official. or the maximum deflection •for live and total load. For each truss design drawing, the following 'information, at a mini 4.3 The • allowable loads for the truss: plates comply mum, should be specified:by the design engineer: with:this-evaluation :report. 1. Truss span, spacing, and•slope or depth. 4.4 Truss•plates:are not•permitted to.be.placed where 2. Dimensioned location of truss joints. knots occur in connected wood truss members. 3. Model, size and dimensioned location of truss plates at 4.5 Truss plates are installed in pairs on'opposite faces each joint. of truss members. 4. Truss chord and web lumber size, species, and grade. 4.6 Trusses using truss plates described in this report 5. Required bearing widths at truss supports. must be fabricated.by a•truss fabricator approved 6. Top and bottom chord live and dead loads, concentrated by the building official, in accordance with Sec - loads and their locations, and controlling wind or earth- tions 2304.4.4 and:2321.3 of the code. quake loads. 4.7 Allowable Ioads'shown inthe:tables of .this report 7. Design calculations conforming to ANSI/TPI 1 -1995 and may be increased•forduration•of load in accord - any adjustments to lumber and truss plate allowable val- ance with the code. • ues for conditions of use. 4.8 Overpressed truss:plates are not.permitted.:Over- 2.5 Truss-Fabrication: : pressed plates occur when'the_truss:plate is em- Plate connectors shall be installed by an approved truss fabri bedded into the lumber than one -half the cator that has an approved quality assurance program cover plate metal thickness, ing the wood truss manufacturing and inspection process in 4.9 Allowable loads shown•in the:.tables of this report accordance with Sections 2304.4.4 and 2321.3 of the code are not-applicable :to:truss'plates :embedded in lum- and Section 4 of ANSI/TPI 1 -1995. The allowable Toads rec- ber treated with fire - resistive:chemicals. ognized in this report are for plates that are pressed into wood 4.10 When a one -hour fire- resistiverating is•required for truss members using hydraulic or pneumatic embedment trusses using CompuTrus:plates, see :Evaluation presses; multiple roller presses that use partial embedment Report ER -1632. followed by full- embedment rollers; or combinations of partial embedment roller presses and hydraulic - platen presses that This report is subject to re- examination in two years. • .Page 3 of 5 ER -4211 TABLE ALLOWABLE LATERAL RESISTANCE VALUES FOR THE COMPUTRUS TRUSS PLATES LUMBER SPECIES I DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE ' AA EA I AE EE PLATE MODEL Species Specific Gravity ' Allowable Load Per Plate (pounds per square inch of plate contact area) Southern yellow pine J 0.55 1 206 I51 113 108 C-20 Douglas tir -larch I 0.49 206 151 113 108 and C -18 Hem -fir 0.43 161 1 137 110 104 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 13' 102 113 CNi18 Hem -fir 0.43 I 106 109 114 114 Spruce- pine -fir 0.42 106 109 114 114 For SI: I lbiinch- = 6.89 kPa. See Figure 1 for a description of plate orientation. 'Values are determined using the gross area method. -'Truss plates are installed in pairs on opposite faces of truss members. TABLE 2- ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR COMPUTRUS TRUSS 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: I lbf /inch = 0.175 N /mm. 'See Figure 2 for a description of plate orientation. -'The length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth were sheared during plate fabrication. TABLE 3- ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR COMPUTRUS TRUSS PLATES DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE PLATE 0° I 30° 1 60° I 90' 1 120° 150' 1 0' I 30' 60° 90° 120° I 150° , MODEL Allowable Shear Load (pounds per lineal inch per pair of plates) Shear Load Efficiency Ratio C -20 609 720 1,106 801 433 I 506 0.49 0.59 0.91 0.66 0.35 0.42 CN -20 610 696 1.045 738 587 I 486 0.50 0.57 0.86 0.61 0.48 0.40 C -18 702 732 I 1,241 1 1.041 565 I 578 0.45 0.46 0.79 0.66 0.36 0.37 - CN -18 647 787 809 860 703 I 508 0.42 0.51 0.52 0.55 0.45 0.33 For SI: 1 lbf/inch = 0.175 N /mm. TABLE 4- ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, QR, FOR COMPUTRUS TRUSS PLATES • INSTALLED WITH MINIMUM- 18-INCH- DIAMETER SINGLE -PASS ROLLER PRESSES LUMBER SPECIES -- PLATE MODEL SPECIFIC GRAVITY O 0.49 0.96 C -20 and C -18 0.50 0.96 • 0.49 0.87 CN -20 and CN -18 0.50 0.87 IThe QR values corresponding to the value "0.49." above. apply to all wood species combinations having an average published specific gravity of 0.49 or lower: the QR values corresponding to the value "0.50" apply to all wood species combinations having an average published specific gravity of 0.59 ur higher. The QR values shall be applied to all plate /wood orientations described in Figure I. Page 4 of 5 ER -4211 LOAD Ins c3 ' . 7' LOAD LOAD r. ' o o LOAD D r:" ).D.D.3Drei.3 -r 1 a - o 0 01 fi ;D q)CrCC: AA Orientation EA Orientation I LOAD LOAD . I G:O = 0 j Crr [3;00051 Wig nn ^ r 0 0 0 1 01 ;ir3raDr ec, 1°o00 000Ce1)0oeoC] I o LOAD LOAD AE Orientation EE Orientation FIGURE 1 -PLATE ORIENTATION FOR LATERAL RESISTANCE VALUES 4 Length i 1 14 Width I • °; L ® � O CD O'A C OC C j ; c c o - c_ = : ..- I ° • O p p I) "��� r0 "r� r C u 10 7 p •� O O pII 111 ...I - : �. D o c o G of J II l a 0 e : C D 1 C OP:1 riSA 0 0 Plate Orientation 90° Plate Orientation FIGURE 2 -PLATE ORIENTATION FOR TENSION VALUES .. . cliel a a a FIGURE 3 -HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES Page 5, of 5 ER -4211 ' LONGITUDINAL AXIS TYP. { 1 '' 5 ( ) C ) O (- -) .25' ( ) ( _) ( ) ( - ( ) ( ) ( ) ( ) () O ( ) ( ) ( ) ( ) ( ) ( ) .106" MODEL - ( ) ( ) ( ) ( ) C -20 / C -18 - ( ) ( ) ( ) (_ ) - (- ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) WIDTH - 1 ( ) ( ) ( ) ( ) TYP. 1 I L i t Is .333" .10" .85" .35" .5" .333' .10" .85' .35" .5' I1 n T 111 ir. ( ) ( ) (- 1 1 . 5" ( )I 1 ( ) ( ) ( - ) ` 25' ( ) ( ) ( ) ( - - ) 5" ( ) ( ) ( ) ( ) ‘ . \ MODEL ( ) ( ) ( ) ( ) CN -20 / CN =18 106" ( ) ( ) ( ) C 1 ( ) ( ) ( 106" ( ) ( ) ( ) ( ) FIGURE 4— COMPUTRUS PLATE DIMENSIONS WARNINGS: 1. Read all General Notes and Warnings bolore construction of trusses. 2. Builder and erection contractor should be advised of all General . Notes and Warnings before commences. • GO14TizAGTOp6 3. ` compression web bracing must be Installed where shown + . r 1 Blldr 4 - All lateral force resisting elements such as j.emoorary and permanent bracing, must be designed and provided by 'tl-e-4-1-g-rtep of co plots structure. Computrus assumes no responsibility for such bracing. . ENERAL 5. No load should be applied to any component until after all bracing an!+ fasteners are complete, and at no time should any loads greater than ATTACH 2X4.BRACING AT1O'..tr01 C - de • Sr 2 - 16D sign ioads applied to any component. A NAILS PER PER CCIIV A R CONNECTION. BOTTOM Citf 5. 6. Computrus has no control over and assumes no responsibility for the • . SCE INDIVIDUAi ,YRUS�DREIINGS�Olitllt fabrication, handling, shipment and Installation of components. VEI3 I3RAC1Nd° 7 This design Is furnished subject to the limitations on truss designs set forth by the Truss Plate Institute In "Bracing Wood Trusses, BWT -76", CONSULT A fAC GE War BEFORE a copy of, which will be furnished by Computrus upon roquost. 4 STALLAT I ON. - Genera! Notes, unless otherwise noted: Design to support loads as shown. Design assumes the top and bottom chords 10 be laterally braced at a_t 3%0" o.c. and at 12' -0" o.c. respectively. !x.. It, ", `f; • 3. 2x _ Impact bridging or lateral bracing recommended where TUALATIN VALLEY shown + +. 4. • Installation of truss is the responsibility of the respective contractor - • _ 5. Design assumes trusses are to be used in a non-corrosive eizviron- iiiiptli t ment, and are for "dry condition" of use 5914LIINe Rd. lake Omega, oa4Vru 6. Design assumes full bearing at all supports shown. Shim or wedge if CreProdor Service (enter gall Ines i .1../s.rrti 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, indicated by. the prefix "G ". see 1.C.B.O. R.R. 4211 - 11. The Computrus Net Section Plate is indicated by the prefix "CN ", the designator (18) indicates 18 ga. material is used. Ail others are 20 ga. • P • _Omits]] 1.3 proems, at ,let too more TYPICAL HIP OVERFRAMING DETAIL - • areal et 7 -0' etc unleee otnerwm noted. ltlt • •Detail ' C -1.2.6 Al VERTICAL. IAN 16. -0' I' or full Uear ng of raftdes- provide , • " . 12x4 add -on 'toove(..franling. Attach with 16d at 12 'o.c. = • S R A over framing + 0 ( of ��� Nip 15 n i G of WAS // y . II I I I I � ( C ,. . 1 '1 gi ti lei • 1 12 13 I t 15 j' . • tip • r»6 c -t.z.s AT VEatic4 110N. l t— —"'- ! ■ g:., ' 3i5117 v • M� � �, + x 6110 LM I • + 1 + + nlp 13 _ - Illp 1 PR . 4 ,..., • 1 N a 4.. 44 . } °'' �` 1 ' 00! , • • � Ilf + . + a CS' + + ' I t" Ilip 11 a nip 12 ( GC PPP - - - . . . , . . . . . i . . i i d i il 1 1 II PP-. .\, I P 1 . . . . ._ 1 '...- au ..J • For Truse Details . not shown see appropriate CompuTrua desig:t. 1 FILE HOt HIP OVERFRAHING DETAIL { Note: Flat over framing material to be.egual or better in size and grade DATE, 8/0/90 R-06/1J/92-SC o f .flat portion of structural member. CDrt1puJT1•l19 (rte REF, 25,15 -1 DES BYt SC SEQs STANDARD DETAIL 334425 ss , i 1 I. 1 I 1 1 1 1 � I 1 1 �� � 11 i II �1, I, , , , i // . . r 1 - , 1111 I I i we i .I . ,I _ ;) ; ' i • ,r t I r �- 5. I�� I � 1 , 1 l; 1 . � I i i s • f I ( 1 A I I I o f I `'i '1 I _ I 1 1 1 f � i / I I IW 1 , ,,,arm, i l l j l 1 I I 1 j 1 t: �'' I I 1 I n I I I I I I i 1 i I , I I i /: : � nl . -� Tkty 10041,1 �! + .1 ' I { 1 ' I i I .. , ' I i C - nz. AS Lc Cr 4 WI I i 1 1 ! 1 1 1 1 j 1 1 1 , 1 1 1 1 1 ; l i t l �i 1` :. • II i ' ' d 1 ,1 III i1 ;,1 ®� 1 ' 1 ; i 1 1 1� � ' � '. i 1 1 1, 1 1. � ; . • • If III I I } F 1 G 1 ! ! I . ' I � 1 1 I Ili i , lil II' F I I i '�_ ( I® _ S : 1 . I I ; � j I `v I i TIM 1 1 1 1 I I � I i ; . Q i. I i I I i _ I I 1 1 l i . , I : .,.. , , (� I . ( I ! I 1 f l 1 1 I 1 1 1 i l I I! l l I 1 I l . a. .....o... p 1 0-D � i F ( 1 l <1 °► � ; j I I I ` I s,o � : 'I I j Ii111 I!..j I I 11 :i:I I i l,. I I I I I 1 q 1r. -o I , � I : 1 '' l wni a-)ibL � I I I I j�. I 1 1 I ��!p l 11l I! '!_I ( ii I. _, iI j l l + j j :. - . Tr \i � I i j I� I. 1 I' '• I -1Pri- f ; I I - � i 1 ' i i � � ire 1 a ( "�'� ' • . !81 I I 1:! ''`il _ X1 i i Ili I ' l lii '' 1 .1' I -I 4 � i I�� 1 jll.„ . 1 11 � I I I� 1 � X I , { i I 1 I 1 1 1 1 o fI ;I I i ! i j I I I I Ijl i. � 11 ! r j I I a .I I I I i I 1 I I I� I I�� I I I I( j I . I f I. I f f - 1 � 1 1 I _�_ I I 1( i 1 1 'awc. I 1! 1 I 1 1 I I I I O F-F; 1 I 1 I; " 1 1 1 I I I I^ ; I I 1 1 ,�t ' I i •' 1. I I I. r', i 1 ; i; 1 .! , 1 I,; I I :; , 1-d 1 1 1 LLr, i. 1. ! . 111111111111 . 1hilliIII1Ih!1l IIIIIIIIIMIIIII y . C,> Lumeol SPECIFICATIONS TRUSS SPAN 6'- 00' . ANSI /TPI SINGLE MEMBER FORCES 4NRG0 `O SIZE SPECIE G11ADE PANELIST LOAD DURATION INCREASE - 1.15 1 1_ TOP CHORDS: SPACE() 24.0' O.C. 8 1- 0 W t - 198 W 2= 0 ex 4 DF /1f:8TR 0 W 3- 198 BOTTOH CHORDS: • LOADING LLB 25.0) +OL( 8.0) D 2x 4 OF 1168111 1 Der TOP CHORD - 33.0 PSF LEFT - 240 RIGHT - 240 DL ON BOTTOM CHORD - 7.0 PSF P - - HERS: TOTAL LOAD - 40.0 PSF c. 2x 4 DF STAND 1 3 BEAR ING AREA REQV1PEO (SO- IN) JOINT 3 ,3B OF / _59 HF / .55 SPF - TC LATERAL SUPPORT <- 12.0C. VON • JOINT 4 .38 ❑F / 59 HF / .56 SPF `r BC LATERAL SUPPORT <- 12 "0C VON. • • • n O 12 5.001' C - 1x2.6 0 I w LA., :::=2, l_..,.) Q CD I LO 0 k _ �,��(ZFID PROP C -11(2,6 C- 2.5x4.3 FIPMENIMMENIMMIMMMEMMIb & 1, G 1 ts�, No SUPP E WA �``• `` 'b C-11(2.6 - • '\r rKiS Lo rioN �. . o ON CIO e .CI V. y 6 -00 -00 R. CpC�R EKPIRES 1 2/31/99 - • 0 -a Scale: 3 /e' JOB NAME: DUNCAN BUILDING �I t. Rau Oerlet l t h unless oil ., ruled: 1. M.d i dn.,' -, end W.arrri Mlc.. awr.lr�oyn„�.w if p�e gn ma nless l d, .ho veal Design conforms to UBC - Ar1Ver: 1.07 (1LI 4614 7. eueda serf riasern e.etrnsor bI.h should b. -b sew O ssos1 11.1.. ■.r4 7. OessSn eseumes the to and bottom chards bo be laterally bl Iced et �' 1 Wes:. eiN °r^st10sti'^ ernorosnor 2' -0 a_c. end el 12'•0" o.c. respectively. 7. Design OAT E_ 8/ 9/ 1999 ]. 1.7 eesayeN.lm arse brsdN.ost Is buselard Worst ohms 1.. 3 . 2.4 Impact b idg txl or lliters/ baeci reoprns»ertdtrd whore shown r r d. XI rein Mw marline trkarrrer molt .1 I.a�w -.y ary Po 4 . Installation or 1n,aa a Lite responsibli of the respective conVbclos. - w must be !Warm, end presided be d.dpna. of * p4.t..lrrcar.-. b..dne. 5 • Ors far dry trusses are to be us in a notrtxnosve envtrorvnent, • DES. BY: AN Oonpdrs .ana.r 110 i..psm®t11Y !I. w wait br-dno and are tors 'dry aandreon of use. w S. No David s be .psis to M "Nana add s_ �ssaryy. mss fu bearing at all Irtemporia shown. Shim or wed if Gum uTrus Duet Y nptwn rani NW di b n fsieorras r. abs.pl.l:, t .d .1 n. term d,.14irry tail, putts 0.. deep. assume:: adecMe drainage SEG • : 7 3 2 7 0 3 bsY b. onreid to any mop rnora. 8. Plated slut be lout d on balk fe is provided. ces or Inns, and /, 0,nprtrss NO n. mrred ever .M someone sot ..psu@Rly f 1 th lines coincide with joint center linen, Placed !o their rxMd v.tl�..l.aNi rllil ,[n•., .JMh••[c rnr �, r Mbdotlwr, horning. �¢rd sod F..Iulort mmpmetr� B. Dlgila Ir d eal .III of fAsle in inches. - 7. 11e. d..1ea b l mLdrsd rrMr -t to Ow Iniletfons on Irvr des1pm M tars i O. For bs I C 5.0 R 411 the Comps/two sale, Indicated by the webs ry the Tun. R.I. br. vsvb kilinetini W..d Tnwr.r, N13-61%. copy ..f 1 1. The Campurrw Net Section late Is i .rNi *1 b. I G°soes. wort ups. des w1181 Indi 19 •.m.i u � ! btu All other" Prelix'CN', the Q 9 ed. All ere 20 gm. t 1111111101111 - br,. 111111111111111 1111111111111111 1111 J.:. .. „., „ , . . , , , , . . . . , _ .. . , , _ . . . .• • . _ . . . , . ' Lt» ER SPECIFICATIONS 22- 0- 0 MONO HIP SETBACK 6 - 0 - 0 FROM ENO NALL ANSI /7P1 2 MEMBER FORCES 4HRG0 � S, LOAD DURATION INCREASE - 1.15 4 T 1- -2408 8 1- 0 w 1- -1596 H 5- -450 SIZE SPECIE GRADE PANEL (S) T 24 -2244 B 2- 2004 N 2- 2306 N 6. 802 TOP CHORDS: LOADING 7 3- -2516 0 3- 2016 N 3- 6 14 7- -2422 •� 2x 4 OF 1166TR 1- 4 1 4. 0 N 4- -654 N 8. -360 BOTTOM CHORDS: TC UNIF IL( 50.0)401( 16.01 66.0 PLF 0' .0" TO 6' .0' VERT o 2x 4 OF 1 15BTR 1- 3 1C UNIF LL( 100.0).10L( 32.0)= 132,0 PLF 5' .0' 10 22' .0' VERT LEFT = 1672 RIGHT = 1702 _ - WEBS: BC UNIF LL( .01e0LI 28.01- 28.0 PLF 0' .0' TO 22' .0' VERT _� 2)1 4 DF STAND 1- e BEARING AREA REQUIRED 190. IN) Jr.- TC C0UC LL 250.0) DI_ ( 60.01- 330.0 LBS 8 6' .0" JOINT 6 2.68 OF / 4.13 TIF / 3.93 SPF r TC LATERAL SUPPORT <- 12'0C, UON. JOINT 9 2.85 DF / 4. 40 HF / 4.19 SPF 8C LATERAL SUPPORT <= 12'OC UDN. ( 2 ) coaplete trusses required. Join together wi 164 Box nails staggered at NOTE: 1x3 BRACTNG AT 24" D.C. FOR @ 12• o th rou gh out t sh ALL FLAT TOP CHORD AREAS NOT SHEATHED. i'* 12' oc throughout Dotton chords, • OFF PANEL SPLICE NOTE: 12' oc throughout webs, Off panel point splices are located NOTE: Sta t` gger splices on adyacent nemDers_ c at 1/5 the panel length 4/- 12' at HIP 12 ANO ON SINGLE c either end of the panel indicated, cn except end panels. NEI48ER AS SHOWN (24' 0.C.) • . o HIP FRAMING IS CONVENTIONAL FRAMING INTO 70P ANO BoTTD11 CHORD. � �sFpPROFFS� i w 2x4 vertical at 4B' oc G1NFF . T.' W with G- 1.5x2.6, typical. f 4128 °O • 6 -00 -00 T 16 -00 -00 12 .,' ° 5.00 C -4x6 �. ) ' 2 6 . ,gi e. C 2.5x4.3 C 2.5x6 C -1x2.6 N5 • G - - A. J O's C -2.5x6 EXPIRE 6!3W01 ICT) n I 0 LO �Ij m 1 1• ,a■ f - �>•: - 14,- -1x2.6 0 14 C -3x9.4 . I OPA NICA, O. 5' C- 5x5.11SI C -2.5x5 t , :40 14Au. /4urr'O�•'r _.f.:)1.1. D � C 2.5x4.3 [AS) C 2.5x4.3 (NS) "� AT 11-114 (,.Oc 1'Je' i g4-A11a 22 -00 -00 y o Scale: 1/4' JOB NAME: (C, DI DUNCAN 6LDG. TUALATIN • `T1 . o. Wainiraltaal oetnenl Hotta, urMa thd noted: ted: 1_ Rd WI ee Rand fleeted ICUs and Wining* baroneenle d:. verlon .f ere.. 1. Design to support o ;hewn. Design conforms to MC AnVer: 1.071111 2. ev/dir and woollen twwn•aor .h..4d be advb.d .1.• iota Nonni and 2. Design assumes the lot and bottom chords lo be eh braced et - . . W- e.h.p. h.f.r. eanrbvglon o. swea.a 2'.0 c.c. and at 12' -0 o_c. 'aspect:Wets. 7. tu oewpmdrn.i W.ehep mute h. h,naa.d.i,a. thr.n • . ass cit 3. 2x4 !nand bridging or lateral r� teral beeet recommended where shown . w DATE: 8/ 5/ 1999 , later r4444 roa.tltp .14...1. •suds n l +rT ���� ��� 4. Installation al Irt is e reaponaibAty el the r - a,jr ve cantranor_ Design 'd es busses are to used an a rorrca rosivc environment- �l mots es d.dred me pevs/.d by anions/ al 5 . �. � ... and are foe r - dey condition' b ean al wee. CampuTrus Inc. DES. BY: AN c:mpww inumo pa rw'Ce•••61 nod i 6. peDesign f su Design esrne■ full beaming a all .t.ppoels shown. Stun or .vrdge it S_ No load tMtdd ha applied I. qty .o hpa nes Will 13 Mt .r ./ ' bracing and rteoe aaery, umes edet7wle drainage Is Provided. hun..a ea manatee. and la no elm. ahead any Iced. amines then drelve 7. Oeelgn aa sea.: 730542 k.de w.ppe.ed any aaav -. [. e. Plates shall be located on both faces of truss, and placed so their center , a.vt , attta-,3 ,n.n•.itn,.s c.wv•t6..- lines coincide with suss center lines. G. eamputaav hal n•• aanoa o d we . a.am stlm m / dew 9 . Digits indicate sue of plate in inches_ I.rss.,uan, handing. dparrt s 3 . 6 .1 eobspane6o. 1 0. For basic d n udder of the Comyutrus Plate, indicated by tax prefix 7. this dedpt a, ftatda4W ii4l•n la Ili. emaedon. e n taw• dodger..tt forth C', see I.C. 0_ RM. 4211. - -� - - by the Tr■e R.t• beethvbs In Ward Trauma, H9.41'. • any el 11. The Contptrhus Net Section Plate is md.c,led by the prefix 'CH', lh. - MJeae .0 as Itanhhdey c.r,a.uto pen regimen. dtstgn alw 1191 indicates 16 ga_ rt.ata dal n used. A8 *thine are 20 go.. 11111!11111111 1111111111111111111W11111 11111 11 IIIIII 'r LUMBER SPECIFICA11ONS 44- 0- 0 GIRDER TRUSS SUPPORTING 22- 0- 0 ANSI /TPI 2 NEWBER FDRCES 4N11GO . °, FROM 36- 0- 0 TO 44- 0- 0 T 1- -6206 B 1- 0 N 1- -3660 N 9- - 1538 SIZE SPECIE GRADE PANEL(S) 1040 OURAfTON INCREASE = 1.15 1 1 2= -6206 B 2- 4676 N 2= 5826 NIU= 1572 TOP CHORDS: 1 3- -4572 8 3- 3682 W 3- - 374 Wll• 1520 2x 4 D 1 F 168TR 1 8 LOADING 1 4= - 3512 B 4= 4096 H 4= 1500 1112= 2658 BOY IOW CHORDS: 1 5• -3512 B 5- 5232 w 5- -994 613- -374 0 2x 8 OF Ill 1, 6 TC UNIF 11 50,0)40L( 16.0)- 66.0 PLF 0• .0 TO 44 .0• VERT T 5e -4976 B 6. 0 6 6= 1066 614= 7306 `- 2K B OF 12 2- 5 BC UNIF LLI .0)•OL( 14.0)- 14.0 PLF 0' .0• TO 44' .0" VERT T 7- -77130 W 7- -1152 W15- -4540 c. WEBS: 8C UNIF LL( 250.6).DLI 150.0)- 400.0 PLF 38' -0• TO 44' .0 VERT 1 8- -7780 M 8- 23413 prz- 2x 4 OF 12 2. 14 2x 4 OF STAND 1. 4 -12,15 BO CDI4C IL-11X- 1782.0 LBS @ 6' .0' LEFT - 3702 RIGHT - 5782 2x 6 OF 12 3.13 BC CONC LLIOL- 1782.0 L85 @ 38• .0• TO LATERAL SUPPORT <= 12 'OC UON. ( 2 } complete trusses required. . BEARING AREA REOUIREO (59. 11) ' Jo12in oc ge thrau tother h top chordsox nLh 16d Bails staggered at JOINT 10 5.92 DF / 9.14 HP / 8'71 SPF c BC LATERAL SUPPORT <- 12 UON. ou . OFF PANEL SPLICE NOTE: JOINT 16 9.25 OF / 14.27 11F / 13.60 SPF • 6' oc throughout bottom chord's, v Off panel point splices are located ', 12' oc throughout webs. e at 1/5 the pane) length ./- 12' at -1 I _, either end of the panel Indicated, NOTE; Stagger splices on adjacent IAeiaDers. except end panels. 22 -00 -00 22 -00-00 i r 12 �' � '; ► o 5,00 12 C � pM 12 � t�F � Oy 6 0e. ��� X15. p W .Laterally brace to roof diaphragm t `� 4 i2i W •2a4 web brace required. C - 5X6 �C 5K6 . 0 R CO W _ C- 3x61AS) ' .� C -5x6 s • -c .26 % -' p= C -5x6 C ( ASI S • • � 4.JON . c • C -5x6 ``� C -5x6 E)<1:3 6130 101 torassissit \ A C -5x9. qe hip, C 5x11.9 • uD 411122r_ ma ■■ 11� -3x7.7 C 7x14.5 • C -7x7.7 C -7x9.4 C -7x7.7 CH 7)(11.9[A5) C -3x1.7 l • CN - 7x11.9(AS) CM-7x 11.9 (AS) C I B -Bx 11, 9 _i 17821 0 6• -0' 44 -00-00 17821 8 313' -0' y O Scale: 3/16' c,D JOB NAME: (E1 DUNCAN BLDG. TUALATIN %._.1-1 rn wwtwWOC Osnersi Noon, utilese athae +Ise noted: Des 1 gn conforms to UBC -97 AnVer: 1.07 (111 -W [611 -, ' 1. egad J Oww.l Mika end weeiy. b•Tkn dbaribuelloir ■1 bets., 1. Design to !import loads se shown. 1. Pulls .ne week. unw•ee.&Mead II::dal d a/ till general Nn.. end 2. Design ssntmee the lap and bentern chords 10 be laterally braced at Wrong. b.lvri e;baee0w awsm�er. 2' - o.e. and al 12' o_c. teepecSvely, mp.rdvn sae b mamba McRid erMw• shaver ; , pact bridging a I.ter.i bract shown ; ; OM: B/ 5/1999 aa eOn •• . Ir ids nnqq rg recommended where a AN I.lw.l f.ev ...Mina as.ivam• srtdr.a t.npve>.y and prmrraM bn,s g, 4. Installation of hassle. the reapa / 01 are respective contractor, Tun b. dalan.d ma pr.rid.4 by dal... •r menpM. ;true.,..- - 5. and are assume tond n to uaeC in . neat- oorleeive awaonmant, and ere for 'dry cond.lron` of use. , DES. By: Aw re.rpu.m• swumts m Will 17 1144117 r.r .udr r 6. Design assumes bee bearing a ail supports allow;. Shim or wedge if CQmpuTrus Inc. .. Na km/ ;he M b o.n ; applyd t• err mnpvnwM unlIto .*t ■br as beadle end necessary. lam,... i a!mmldkaa- wed .4 ne di... d ,,thi ",,,,„.4.9,...i.. 0... dafpt 7. Design easwnes' adequate di ainege is Wovlded_ SEO _: 73 059 4 lase b. opiate/1a w y •e•kP B. Plates iha4 be located on both laces of mass, ar,d pieced their center a n. ;.+ b. t:oetprden 1m ne eentrw- .�...6 ...' r .. ga 14.. ink lines coincide sills joint center Mes. l. bream. d pnrata end 1n1.i1kn.4 . waw a.. 9, Dips le ec d -lie of plate b inches e4 Cow 1. 71d. d.alo,1. IorAAnd 1 O. For h el design ',akin . 121 1. of the Cenapuuars Plate, indicated by the prchi< eeaF••• w tr Ieh.tarw ve area; r •at roar 'C •, see 1.C.8 0. AA. - • bti rho I.o.s Ptak Ir.tled• Iretrx*q w•od Towab, iii-Sr,. • eery el 11. The Compulnss Net Sec.on Plate is indicated by the prefix - GN', the .111+ ..Y b. 1vdAred by eorputrvn gran raaasm. designator 1181 udic.tee 18 ga. m.telid n timed_ 01/411 other. are 20 qe. MI111111111 1 ::::::::: 1111111011111111I111111011111 ., y LUMBER SPECIFICATIONS TRUSS SPAN 44'- 00' ANSI /TPI SINGLE WEMBER FORCES 4HRGO o. LOAD DURATION INCREASE - 1.15 1 1- 0 B 1- 2408 W 1- -242 W 7- -639 SIZE SPECIE GRADE PANELS) SPACED 24.0" 0.C. T 2= -2599 B 2= 2300 H 2= - 2023 14 0- 220 TOP CIt1GBT N Y J- - 2002 B 3- 2300 3- -14 N 9- 14 ` D 2x 4 OF t16BTR 1- 5 LOADING 1 4= -2002 O 4= 2408 14 4= 220 W 10= 2423 H BOTTOM CHORDS: LL( 25- 0]40L( 8.0) ON TOP CHORD - 33.0 PSF 1 5- - 2599 W 5- -639 W11- -242 ' 2x 4 OF SISBTO 1- 4 OL ON BOTTOM CHORD = 7.0 PSF 7 6= 0 WEBS: 14 6= 1055 v TOTAL LOAD ■ 40.0 PSF 2x 4 DF STAND 1 - 11 LEFT - 1760 RIGHT - 1760 TC LATERAL SUPPORT - 12 UON. BC LATERAL SUPPORT <= 12`0C, UON. BEARING AREA REO 4.35 (SO. IN) JOINT 8 2.82 OF / 4,35 RF / 4. 14 SPF _JOINT 12 2 - 82 OF / 4.35 HF / 4. SPF O :71 I r 22 -00 -00 't v 2 2 -00 -00 < c . " . PRO -d i t 12 C -4x6 12 y ,, • 5.00 C/ Lam' � v ° 6 - MI5. I`r 14 a;� w C 5x 6lS) 2 - C- 5x6 (5) ��� C-2 .5x4, 3 (N5) C- 2.5x4.3 (NS) 26 S .`O o 1 .75' (S) ,,e 1.75' (S) ► JO��' C -3x9.4 C -3x9. EXPIRES 6I3U1 isq i • C- 1.5x ° 2.6 0 00P...0 01 1 111° ____ -��` , _ �i /tea C- 1.5x2.6 f_` (( fifi 0.25 0. 0.25. I o , C- 2.5x4.3 (NS) C- 2.5x7.7 (NS) C 2.5x4.3 (NS) y C -5x6 (S) C -5x7.7 (S) C -5x6 (S) o 44 -00 -00 Scale: 3/16' w J08 NAME: (F) OUNCAN BLDG. TUALATIN ` air MOM t Genre Note., unless otherwise noted: T. R.MaI0...alNot.r Wanlimp b•f.rsoonhan m rtl albrav ... 1. Design to support loads w shown. OeS1gn conforms to U8C - An Ye r; t .07 (1Ll - W I61I T' 2. assay an4n..alon o.Mnaer sera..✓.1 N Guiana Neon an4 2. Daslyn wants■ the top and bollom chords to be I..rany braced at Wrr.ltp. b.Tn. a.nrbuoike. es...,,n 2' -O .c. and al 12' -O" 4.c - ' 1peclrvaly. . -. - ee pact bridging of !Attend br ter recon.nended where shown . 1 v DATE; 8/ 5/1999 7 . 1s2 rr�r„tO^ tomb bromine Tad b• autai.d shya rho am .. 4, Installation of buss a the res rwAlh y of the respective 4. AI barrel foro W. ...Iro dmr .n• wort a.lsn4rr .y an . d prran.ra bndr.p 5, Design assumes looses eve to be used in • non-corrosive environment, mint b• d.dan.a .o° provided by de.ty.. •l ooe'plo. soli.., rd are for 'dry cordilion or use_ f / . OES . BY: AN Cl9wrv. r name m mpon.aa01Y for .vet Jn t b•g• 6_ Design 4asomes sill bearing at all supports shaven. Slum or wedge rT Co m ruS IT n 1 C. 5. No fat d e .ho b. .ppl.d ee o my rnpoo.ut until altar oa bracing .nd necaaary. _ . bs 7_ 5E0.: 7 3 05 4 6 h.b .pp{.d �a at °° hhn as • Y Wild. 17...4.. .ht17...4.. m.. a..ton Oa.lgrt wrttea adequate drainage is Provided. 8_ M p o..pa...d, Plates slid( be located on both Napes of truss, and placed so their [enter .rya.., tr INrt _ - n • • - - 6. C- npal�s. he ne a.tl.ai wow end ma.. nw w.. -iit'v hat 11 . runt... coincide with joint center fines_ Y 'r Ihb.kW len A 9. Digits indicate she of plate in litho. • r �, •fig• ` Mpmeot arra br.p4dar. 44 eorrpm.ryr• 10. For basic design values of the Cornr,jlrus PIMe, Indicated by the Preis �- • - _.,,.._. /- Ma d$, 1. ►..lined =Wed a tr log.' na an tow d.rrpu ..t Myth 'C - , see LC_H:O. R-R , 4 21 1. - - by d Tea.. Pt.0 1.4 b . 14 orivat r. W.4 Wd T= .. .. IR3 l - ...ay al ...- . --... 1. The C n.gaVU 'let Section Mete 1a indicated by the prefix R CN - , the ..loft. M h- Od Y earoue.u. upon rq+nt -.r,- derignato. (101 indicates 18 ga. materiel Is used. All others •re 20 g•. 1 111 1 111 1 11 10 1 111.11011 II!1 01110111 INII INI III! e LUMBER SPECLFICA710NS TRUSS SPAN 44'- 00' Ai S1 /7PT 2 MEMBER FD12C15 dNRGD °■ • LOAD DURATION INCREASE - 1.15 1• 11. -14082 8 1- 0 N 1- -875D 1112- -468 SIZE SPECIE GRADE PANEL(S) SPACED 24.0' D.C. 1 2= -16970 B 2= 12998 N 2= 13382 W13= 224 1OP CHORDS: 1 3- -11716 B 3- 15664 W 3- 3116 Wia- 2x 6 OF 12 1 -10 LOADING -196 7 4• -8506 B 4= 10816 W 4= 3156 W15= -76 BOTTOM CHORDS: LL( 25.0)- B_01 ON TOP CHORD - 33.0 PSF T 5- -6264 8 5- 7852 N 5- 7196 N16- 152 • • r. 2x 6 DF •1 I- 3. B -10 DL ON BOTTOM CHORD - 7.0 PSF T 5= -6264 8 6= 5996 N 6= - 7310 W17= -478 � 2x 6 DF 12 4- 7 TOTAL LOAD - 40.0 PSF 1 7- -6495 8 7- 6102 W 7- 5530 819- 1002 NESS: -. 1 8- -6610 B B. 5980 N B- - 5456 1Y19- - 1192 2x 4 OF f168TR 2.20 41* BC CONC LL +DL■ 0842.0 LBS f' 9' 1.8' T 9= -6478 B 9= 5135 N 9= 4540 1420 =' 5288 2x 4 DF 12 1, 3, 4, 6-16. 110- -5564 810 0 1410- -4556 821- -3548 2 18,19,21 ( 2 ) complete trusses required. 2x B DF •2 5,17 ' in getner xf Box nails staggered at 811= 4534 Jo 12' oc to Lhrough th lop 100 cho c� TC LATERAL SUPPORT <- 12'00, VON. v 12' oc throughout bottom chords. LEFT 8782 RIGHT 35bD BC LATERAL SUPPORT <. 12'00, UON. a 12' oc throughout webs. BEARING AREA REQUIRED ISO. WI c 'Laterally brace to roof diaphragm NOTE: Stagger splices on adjacent members. JOINT 12 16.05 OF / 21.68 HF / 20.66 SPF c •2x4 web brace required. JOINT 22 5.73 DF / 8,84 HF / 8.43 SPF c 22 -00 -00 22 -00 -00 m illi . 5,00 C7 C -5x7,7 11 0 5 '' ^^ ‘ M \] 5.00 � 5) PPOrt OFF PANEL SPLICE NOTE: 0 (S) , Y✓ ■ � _ b 1 Off panel point splices are faceted c-5: -5x6 GIN F,p y �, et 1/5 the panel length e/- 12' at C - 4x6 (SI C 4 hl �' . �(. � , 1 1 , 8 w either end of the panel indicated, + ^ � except end panels. 0 + • • C - 4x6 (S1 ` C-5 5 Cj4x6 (S) / G 0. ' o 0 C- 5.5x9.4 ++ 4 % _ •• C 5.5x 9.41- 26. � , gy p C -4x6 (S) `� �`� �` C 4z6 (S1 41 4. JOH��S i �© �� , \� 4x6 f. , ` � ar . E PIRES 6430/01 C 7x14.5 ♦ • o ` C- 7x14,51- to I • Mr silltr;tN lig. 1 -3x4.3 C- 7x11.9•, C -7x7.7 C -5x7.7 C -5x7.7 C- 5x1,11- C- 7x7.71- C- 7x11.91 C- 5x0.94 r C - 5x11.9 CN- 5,5x14.515) C- 5x6(S) C- 5x6 (S) C- 5x6 (S) CN 5.5x14,51(S) C - 3x4.3+ 44 -00-00 l 88421 I) 9 -12 O !Manger to apply concentrated loadls) P Scale: 3/16' to all girder Melnpers.Hanger by others. u, JOB NAME 1G) OUNCAN BLDG, TUALATIN art W Omani Name. utters otherwise noted: ■ 1. road d awed Now and Wsmiegs berme owuouauen ,l teems. 1. Dealgn to support loads as shown. Design conforms to MC Anger- 1.07 (1LI - N 16)1 I Z. Oxide ,a ...4an.eeei.otw.Trw / d W advM-0 art Od Piece and 2. Design a.nes use 1op end bottom chards to be laterally braced al - - - • War e. a.n+tnm lee ss.aa.no.w 2'•O one. aw and et 11'-D' one, respectively. man W . a , is o.s' den web a.aoa m+il es but�a.d .h�..hewn r , 4 . 2 t4 Impecl Grid of Mow el hraen recommended where shown + GATE: e/ 5/1999 a g 1 r 4. Ai I.e., r..anaw i,� :. pmm... aaelrse 4. 'retaliation a1 hoar is the re to be iih 1 • r the respechve contractor_ arse ea dersIgvl a proebeid by disjpn. al complete Madrid* an d Design her "ctea condition' or use_ ■ are to be uses in a narroanosive e+rvirarunenl. end are for 'day rnndr6 f DES, BY: AN Oamiw . v... min nl riep=eilbe y le ■ dr blaming. 111. Deaign assumes lull bearing N DR) all supports shown. Slim or wedge if C 11TrUS Inc. 6, me l►rd .h...41.• Vaud 1. oaegewel use Atha al encase .i ne Ce teary, 4•4a•• •.• ...most, ••d ■t n..b.s.h.dd.ny I. e. create Wes deal.,,, 7_ Design assume; adequate drainage is provided. SEO.: 73 0593 1..,.. W seeped Is any a.inpin.al B_ Plates shall be located on both faces at [sus, and pieced so their center r..4,r•c.r -.r, c •r;nnc, tcva ita .,r •rx !. nreW.W. Werra manse taro and .I.rv■■ M r�r,eOary toe the 9. coincide with joist center Foe._ I.bd..ttaa, handles, dJpnrent .ad Inrii.O n at m++Mroi4. 9, F o r b arc design de arse plate in inches. 7. . detiva le This 1 O. For heal C.KO v hr . 11. of Ifx Computriu Plate, Indicated by the preen( -rM•ra I. the amt.aat. .^ hvsa dae ..r forth 'C', ace I_C. �O. RJi, 4211. by di. Ins.. Hats br.tin.l• tn'9/siq w.M Irv..., lo841 • aqy al 1 1 _ The Computru. Nit Section Rate is Indicated by the prefix 'CN the which nails a..+.n.aay p..q,A,a ,q.,..ear,e,t, designator 1181 indicate. 10 g.. m.teral is used All others are 20 gs_ s r i1IIII1N iiiiildiiiiiiiiiimmiiiiiiliiil ,..) . . ._,.. . .. ,.... . _ •,. _...• ,,..•. • .. _ •. • ., • . , • _ . _ , . . , , . LUkBER SPECIFICATIONS TRUSS SPAN 34'- 8.50' ANSI/JP! SINGLE MEMBER FORCES 4HFGD rr LOAD DURATION INCREASE - 1.15 i 1- 0 13 1- 1785 w 1- - 242 bt 6- 402 - SIZE SPECIE GRADE PANEL(S) SPACED 24.0 0.C_ T 2= -1042 8 2= 1551 P1 2= -2094 N 7 = 352 1DP CHORDS: T 3- -1152 8 3- 1314 N 3- -132 w 8- - 1091 •° 2x 4 OF 1168TR 1- 5 LOADING 1 4- -1152 B 4= 0 N 4= 311 w 9= 1113 S BAT TOR CHORDS: LL 1 25.0)+0L( B.0) ON TOP CHDAO - 33.0 PSF 1 5- -351 w 5- -703 N10- -1377 o 2x 4 DF /168TR 1- 4 DL ON BOTTOM WORD = 7.0 PSF WEBS: TOTAL LOAD - 40.0 P5F LEFT - 1309 RIGHT - 2x 4 OF STAND 1 -10 1389 �r BEARING AREA REDUIREO ISO. IN) 1C LATERAL SUPPORT <- 12'0C, DON. JOINT 7 2.22 DF / 3.43 HF / 3. SPF BC LATERAL SUPPORT <- 12 - 0C, DON. JOINT 11 2.22 DF / 3.43 HF / 3.27 SPF CD C \ �'G C V� - C U, 22 -00 -00 12 -00 -08 12 c 5.00 G';'" - ---15.00 X 15.00 0 PRQFF ;\ cry , GINt •1,...., ��> C- 5x5.!IS1 1 ' ; ` rte 126 OF C (HS) -2 , 5x6 p CtiON 1.75 IS) V 1� �� , _ 1.1 • 2.5x7.7 C -4x4.3 A . 10`6\s\ 2s a � ,p , �� ` __. _ - ,`� r--, EXPIR 6130107 C -1x2.6 Olt::: 0 CD ' r \I \ 3x 1.7 0. 5' 0. 5" �` C ' C- 2.5x7,7 (NS) C -4x4.3 C- 1.5x2,6 1.- C -5x5, t (SI C 5x7.71S) � � L 34 -08 -08 Scale: 3/16' c=am v1 JOB NAME: (HI DUNCAN BLDG. TUALATIN WA F/111404: Osnerel Notes, unless elhcrwise noted: Design cons ores to UBC -97 AnVer: 1 . 07 1111 -H [61) :c.' 1_ lend el a.e N. o." .d Wr,•A.q. baton awn.seen of nu -n.. 1. Oewgn tb yapped bad■ ho shown. Suede and Sde a t..edon contractor eads r be whew, .14 &mars! N -t...rho 2. Deter *saunters the top and bottom chords m be laterally traced el - Waminip bide. conerw6u. nwetaam, 2' - c.c. and .t 12' o.c. re+pect r " GATE: 8/ 5 /1499 a. 1a7 - •- On.d•n sr.h a aa mart e+tnh.4d41sd mews Whams . • 3• 2,44 taped bridging or Wend brad r where shown a r- bn. Mho. re1.11gs he.m.Mn .ud... t.ntpo..r, M 5. Installation s or bus. a the re to be I Ili o f the n-co rosly o environment. nt, p - ' t -on• Design 5. . ..soma tames are to be .rs rn • rorr oorro+lve e+w ironme �i 4 . Al mu.4 ha deigned and provide/ by dheyw ai.- rrye.o..1ae,.ti and a+e for 'dry condition' al hrml. COt1lpUTrUS Inc. 11+� DES . By: AN c-nw� •an � •>••n no resection s s es soasses 8_ Design assumes lull bearing it .II u TS uppo. ehcwn.. Shim or wedge II P. M. Wad should by asns4.d rs My m1111)1341.44 ms rdier p beading and neceestsy. lat/.w... - .nplM., .nd.i n. i..h.uld _.. 1a.d. y...t. thus salts 7. Design assume. odequ.te drainage is provided. S 0 73 0545 huh ea •n7- n•.P. -.n. 8. limes coincide be touted on both feces of vase, and pleoed so their center - - rc„> . , p.t�1e,, _, , 0. COmpuoun N. M -rnAIN ow..nd ua-n OD r..pruetr I.r rb• laced coincide with loins Center linen. &Warden,h.n 1 rhbl.w sod Inetaa.dbn al weOeM1. I3 F ogi(. indicate dle silo of plate h inches. mph. 10. Fo. bane. n R . Jt. of the Comtxrtnn Plate, Indicated by the prefix 7. 1Nn d..lan h Mdsh.d subject subject t. Si, aea.um on w.• d•#'• oat M 'C', see LC. O. A.R. 4211, _ _. .. _ . . - ,• - - -. - - , ... - .. ., r th. Teen Flats inp1 A. as a Wed (.u.-n. H11-11 + ceps of 11. The Computnre Nel Section Plate le indJCaled by the prefix •CN - , the .Nda .416. r.,,hh d by Compu v. rnpan.. sex agnates 1181 indicates IA gar, material is used. All others ere 20 g., IIP 1111111 11011111111111111111111111111111 ,.. •. ,.> f . . • LUMBER SPECIFICAIIONS 18- 0- 0 GIRDER TRUSS SUPPORTING 44- 0- 0 ANSI /TP( 2 MEMBER FORCES 4HRGD . °, LOAD DURATION INCREASE - 1.15 1- T 1- -5052 8 I- 0 N 1- -6890 W 5- 2992 SIZE SPECIE GRADE PANEL IS) T 2= 5062 5 2= 6062 H 2= 9064 W 7= -2520 TOP CHORDS: LOADING 1 3- 8062 B 3- 6062 H 3- -2520 H 5- 9054 2x 4 OF /]68TR 1- 4 T 4- -6062 6 4- 0 w a= 2992 H 9. -6590 BOTTDN CHORDS: TC UNIF LLI 50.011DL( 16.0)- 66.0 PLF 0' .0" TO 19' .0' VERT 11 5- -292 0 26 9 DF S5 1- 4 BC UNIF LL( 525.01 49L( 329.0)= 854.0 PLF 0' .0' TO 10' .0' VERT WEBS_ LEFT - 6842 RIGHT - 8842 v 214 4 OF 12 2, 8 BC CONC LL•OL- 375.0 LBS @ 4' 6.0' 26 4 OF STAND 1, 3- 7, 9 LOADS AS GIVEN BC CONC LL413L= 375.0 LBS 9 9' _o" BEARING AREA REQUIRED ISO. IN1 4 - , 8C CONC LL4DL- 375.0 LBS 9 13' 6.0" JOINT 6 14.15 DF / 21.83 14= / 20.81 SPF • * TC LATERAL SUPPORT (= 12 "DC, UON. ( 2 1 complete trusses required. JOINT 10 14.15 OF / 21.83 HF / 20.81 SPF BC LATERAL SUPPORT o- ]2 "OC, UON. i Join together Hi 160 Box hails staggered at .. . 12' o th roug h ou t th L op ch or d s, 1 c 1 C) A, 12' oc throughout webs. 3" oc throughout bottom Chords, 4 o ' . c --1 • c /Laterally brace to roof diaphragm 1 ,,//�� co 0 264 web brace required, 19a4e) � Ep PRQ - • C -1x9.4 G- x6 C- 2.5x4,3 C 5x6 C -7x9.4 w co WV/ ro r-- 111111111111k r` 41 o 11111 \ o i 1PI V 1 I I I • II WWII � EXPIRES 13i313/01 ) -3x7.7 C- 12x14.5 C - 7X9.4 C- 12x14.5 C- 3x7.7 " NVA• 'tipF (044w gE., l 18-00 -00 { �°d 2 x lba t 4 o ` II, 3791 0 4' -6' 4 , 3751 @ 9' -0' 375/ 9 13' -6' S x-e JbQP' OM Ma z CD Scale: 1/4" JOB NE: II) OUNCAN BIOG. TUALATIN - •NOTE: i W f r Genial Noce,, unless odori. wk noted: Design conforms to UBC - 97 AnVer: 1.07 f 1U - H 1611 T' 1. Road i G•e rid Nate. rid Wandre• Were o•ristructide s1 tear... 1. Design to await !made as shown. 2- bsOdr 1104 morket ml1adw.4 1044 M.drsed./.H [r.nr.INat.. a.ra 2. lat Design rnes O e top vld L ottem chords to bs er braoad a1 - ' - - - - . ... .. . - . - -, W.nrbe. !•t••• mr:.ImeO.• eserwa 2'•O o,c. asm ■nd ad 1 o, c. espectivel - 2 r 3. 2.4 impact Mid w lagerel bra recommended where •hown r • 1,_) DATE: B/ 5/1999 °Q'o "'�'^ "' �" b'ad^Y met b. bntal.d rtrw lr.•er • 4 . 2. s imp lun of buss nn r 11 re■ rme or the re • 4. Al irbr.a Form ri,htbg 14•1711M11 w.A m l..e.rry and srmanart Do pe[rlve contractor, _ mamba v1.11;04.00 pr..Hed 6 6.dne 5. Desgn us "cit Trussed are to be umed in • non- cerrostve environment. by msyae. `0'01'11`. and ale for "dry oonQNion' o r um- DES. BY; AK o.njub.. 6..6... n. e. pwr.Uty fa/ nab t.. . 6. De pp Design assumed hi bearing el all summits shown_ wit Shim or we E. w. lea d.$.. de dt. naccs, any. 019 a if . Co mpuTrus Inc. . h.te11• r` enneyfete, arid at no 0...rn{d ■ny leedh pater than d..lwr 7. Design easumes adt.0 ale A,einege is uvrded. SE . ; 730541 had. b• wised t• ray n..y. v11,t 0. Males .hell be located on both lnce. of l titres, and Placed no their center s v s ors +.era .1 r v.,• -r• -. •-r -• A_ C.mpumy, Ire no .o4rol a.. and ..04.11. it' .' V 1.. dro limes coincide with joint center lines_ • f dravtl.n, h.o. e.. lynner. we Indianian •/ m y, 8, Qo b indicate t evi ante a r plate n irol ulrus Plate, Indicated by the prolix 1. Torn 10, For beak des nvalus a( the Comp - - - a••IP b hanidwe .d 1. the amiudan..rr enn• d .n reah 'C', see I.C.6 , 11.11, 421 1. - - byth. Too. R.1. brnhvl:F'&adeo W.id yam.., Nta041 • ayy of 11. The Co.npJuru. Net Section Plane is rdic.4ed by the peen 'CN' the .110111•41 M NrJ.hed by or11pubv, . - ',.e - ,I. designator 1181 Indieebee 1 a ga. material is used. All ethers ere 20 ga.