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Specifications 071.34OE Tn '.J E06 EVT'ON 1 15:S? ESL. I NGER BUILDERS 4 5036566297 *MS Cial._0604:00 law Ile APO 014140421d i v11) .ilk • to f Meet ILY areal 'am WI aM11 �alWl�i ;Met imcimos a 04 'ORA a'w V 'rSi! oat • oWIM4 WO 'Tw'11nide1 ' » NNLL71'161 ONION! ilOd ' ► q® elf alma ANNIV � Oat CO • Meta' iN3s _tw wwa .11 wa ®1. swami 'mop o00l 1 suira•Mwsi .rte let•mielit Al 110•4 •41•4914170 WNW Agil e�r►'��a�a „v0 ed,� ameNtaa " Malt ka leiguiri aliwasto oenra Ole /044 It ao k644104 "aW0 11 of AW ?iuy .r •NIMININ1110 111101 i aiXLIZlt'E23 .off'`" *49 • A. IMEEZMILMIEZINEIIICEM xi • Pe W2111532nEnrazi_lirliatzw Iii niaCitt21161 6 ---L5 —.l )4/2.W ("1 s 0 9,8 4 V W d TBSEVESZOS saaninE e139N 11S3 SZ =b9 EE:LT 5002 -9 T - elCIN g0/2T/LO 07/13/05 17:22 ESL INGER BUILDERS 4 5036243581 NO.142 A . 1,, i P03 N04'- 10 -2005 04 ; 26 PM _ . A a e :.._:_ % _. , •, • 11 4 ) � + w NOV 13 2005 • "4. l i CIT OF TIGARD Ilk II � BUILDING DIVISION 5 Of ii I! i 1 ;IA matiil 1 . ) ..■livoftildiNINII■ 15 fl 1 Oglis g I 0 aid lov 11 1 tlifli I I I %lee's" PIM ii ?I i °MOM -. 1 • itnili it 14, I I a 'la El i F1 m" ' ti HMIS! i 8 il - z°ti :ao2 - g a 1 i igiing ,a, ii .., . g •Mil 11 'fit 11 ! IMIRI! 1 , g 1 .. t • 3 9136 TV T 'CIN G6E99S9£BN t S83C1Ine N3JNI LS SEVET/Le 07/13/05 17:22 ESLINGER BUILDERS 4 5036243681 NO.142 PO4 P.:11 NOV-10-2005 04:27 PM REce 4e v i s4 -- %',: No0 20, .1w.. c.) 47-CrIll: 7-1 ii I G / ; 4 D 46 ;P' 4 in, 4i I ft . . . i 01 if y 11 i i , 14;.4 ifilelg g , li 1 !! S$ 1 Imtfmailif i 1 1 1 1 it Ailid th 411 gi 1 Ifillgi I I A i gtiaociam Nils •ii 11 1 0111111 . i 15 1 Jill i t 1 Iii: 11 1 if 1. 1 3 4. ITI immii 1 1 11101 141W1 a d w I I 1 1 il . 4 : 5 4 A . X 1 4 1 0- x. . i g g 1 55V4995 f ii2222g r ii • g prow x g I !SW!! 1 11 ii e .1 0 S8 Zg . Lf GOO TOT'ON LgEGSGAEOG 4- S83C I LS121 gO/T/2.0 07/13/05 17:22 ESLINGER BUILDERS 4 5038243681 NO.142 P05 N9V-- 10-2005 04:2a PM t - t P-1-----7.---" . <POI *1/11 ' � : :: 7 * ,' 4 "1: r t t NG .r..i.-4a , IV DIV131p 115 i 0. MIT ) i.,........... . 'et, il 1 15 . .S1 i PrINEN - I A A 1 iiilt l i • 4 4T i I Mfg 1 M!"" p" 1 11 1 ° _ I i , A X 1011 Iliild if al x 1 f g . i) ; 1A1!! I . i ii 1 0 iltalgs 4 il g tiliall ..ig. 1 „, ii ! Ill!! i IA 1 gitf , g o- 5 1,04 tOS'ON 46F99G9£0S 4 umlinH ESN1 S3 L5 ;5t 50 /E T /Le I. 07/13/05 17:22 ESLINGER BUILDERS 4 5036243681 NO.142 D06 P.01 NOV-10-200 04:29 pM m i•4 1 I E - ? _ - - ___ f t" • REce , • ti, ! ta4w, I° 11111 . ;it •• . 1,4 • C/Ty otz r 10 410• Sou. ft , . . ii • i if i! 1 l 11+4 m f 74 - •- 1 1 i 1! VI 1 wiAlli . 11 1 '6 I 1 r iligt 11421 gi I fill I 1' i i A&00000 win 1.4 li i 01§1, . I I Wilt 11 It I !Wll ililla if a 1 ' .gil i .% x, i r_le2; 1' i 1 il 5, .. it 0 I .f i 9 §t1 • g; m" 111111! 1 gig:21: 1 11 z . ..........qw 1 „., !ir g milli 3..... 1 if A. al V al • .... . s m 40 . i Eft TIPT'ON 2,6E99S9E0S 4- SatrIng eieNlin 4;I;T co/ET/40 RECEIVED �� 8 q f a..or-v , --oa Nov J 2005 /� CITY OF TIGARD l(Q S30 "� UILDING DIVISION MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676 -1900 Re: 6857 Fax 916/676-1909 JE Krause Arch. -04116 Haines Crossing 2 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Tecna Industries. Pages or sheets covered by this seal: R18326602 thru R18326651 My license renewal date for the state of Oregon is June 30, 2006. �4� APPROVED . X C � C APPROVED AS NOTED , 0 0 u,itlfr' k t REVISE REVISE 0 6 0 Shop drawings are to be checked for accuracy, �� dimensions, and quantity by the Contractor, ` � � Architect's approval or notes on shop drawings shall , ��� ��0. 0 PR OF in no way eliminate Contractor's responsibility for � f N �GIN . /5, 86 ) 01., errors of any sort in shop drawings or change In the X 4 4, Contact Documents. The Contractor shall verify � ° OP 15766PE f" existing condi ons and dimensions on the site prior to fabrica> , ' p drawings. � � Signed: / I ._ Date: /1— t27 —0 A/ `:'7 4' y Q - GON g , 0 ' . `1r"'r J.E. i AUSE ARCHITECT P.C. ( EXPIRATION DATE: 06 -30 -06 September 20,2005 Yu, Ray • The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSUTPI -1995 Sec. 2. 1.4-0-u 1 "L -U -U 1, -0 -U 1 U -U -U 1 S -U -U 1 0 - - A 2-0-0 CO 7 n \ .C'4 / .. .... _ 2-0-0 ' 2_0_0 _ I . A ii 1 I it 1 7 7 7 1 ' ' i I i Ur i! I i t ! Ij I i • 0) m I L__.� 1 \\ 1 l 1 I ,� Ii q y U C N OI I. I �. i ,I 0t G1 I o i ,, . t _ I I;, 11 I II I I o 0 0) 1 'I N C C y I � ii I __ =_ _ ._..._._ C �,_� i: , 1 i I, I . T Q 1 ='_ 1�. 7 1 1 ! II li .0 0,11, c II !! ' 2 1 i! i s ii 1 I !a : 0 _ — G 14 1 it I ' '' ... r � II o it NBC -_. -- I i i .. .... �s o N _Q I ! ' ,; 11 Ii l I .. 4 ! i 1 1 .I - C ®` D .0 I , , , \ I , ; I I I 11 '�`. • 1-1.1=1_ ri ' j i t j I� � \ I I :Y R7! i I �! I 1 P I 1 ' i - - T --- � .._._ ...... _.._ J 1 'I • jiii � in 4i — — —j I, ,( 1 I I 1 i • I II - I • Q �" N _ , ' --� � 0.•. � 7 r 't 1- i ril �, I I 1 , III III I : E T1 ti, el 4 9 _- ..8 C . .. VI i i I , ,.:., _ ��- 6: , V Q 0 - a y 3 F L' ( i I @ ., , . 1 ,,,_,K1 1 7 z i.r.., xi SS 2 t.' : ' ' ., I i �' iI II i tl ,, , i i I i l i i i, �� , r — I W ♦- G2'1 � ! 0 0 0 0 gil W - 06 o J7 — — .........._...._.._. ............ 0 WHU I E4 I" E4 j 8/12 Pitch 12" Tails Flat Ceilings Tile Loading 26 -0 -0 1 5 -0 -0 1 0 -0 -0 1 5 -0 -0 16 -0 -0 Tecna Industries, Inc. 2083 Colvin Court Name: Eslinger Builders Description: Project # 04116 McMinnville Name: OR 97128 Address: Haines Crossing Bld 2 tecna @onlinemac.com City: Tigard Job: Telephone: 503- 472 -8880 State: OR 97223 • 6857 Fax: 503- 472 -2790 Phone: Tigard Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832( 6857 E4 ROOF TRUSS 4 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mm Sep 19 14:53:29 2005 Page 1 -1 -0-0 I 7-6-0 I 15-0-0 1 16 -0 -0 1 -0-0 7-6 -0 7-6 -0 1 -0-0 4x4 = Scale = 1:: 5 1.5x4 II 11 1.5x4 4 6 8.00 12 1.5x4 II r 1.5x4 II '1 3 r 2 8 Y J r r II II r 1 9 ]g cl .. -vv - . - . - . - . - . - . - ay. v. v. .-.- - -.-.-•- .- .- .-. . v.. - .-.- . -. -. - v. v. - . - .-. v.- ....... v. v.^. . . :a.4. . - . .- . -. -. 4:46 :4 o! t l it t .�0.0�.�W i :1 �...ice• i�.�.�i�. i�.�.� . •�i�.�. :. :.: : *3.�.tOt �i�. ∎.00�•�•� 61: • •i�.�.�NtO.:1: .�i� . -• i6: •�.�i�i0.! 3x4 = 3x4 = 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I 15-0-0 I 15 -0-0 Plate Offsets (X,Y): [2:0-0-0,0-0-0], [3:0-0-0,0-0-0], [4:0-0-0,0-0-0], [5:0-0-0,0-0-0], [6:0-0-0,0-0-0], [7:0-0-0,0-0-0], [8:0-0-0,0-0-0] LOADING DING (ps 25 0 SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.18 Vert(LL) -0.01 9 n/r 120 MT20 220/195 TCDL 15.0 Lumber Increase 1.15 BC 0.08 Vert(TL) 0.00 8 n/r 120 BCLL 0.0 Rep Stress Ina NO WB 0.06 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 70 lb LUMBER BRACING . TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 4 DF Std G REACTIONS (lb /size) 2= 257/15 -0 -0, 8= 257/15 -0 -0, 12= 187/15 -0 -0, 13= 146/15 -0 -0, 14= 333/15 -0 -0, 11= 146/15 -0 -0, 10= 333/15 -0 -0 Max Horz2= 120(load case 6) Max Uplift2=- 33(load case 7), 8=- 50(load case 8), 13=- 50(load case 7), 14=- 103(load case 7), 11=- 48(load case 8), 10=- 104(load case 8) Max Grav2= 343(load case 2), 8= 343(load case 3), 12= 187(load case 1), 13= 208(load case 2), 14= 440(load case 2), 11= 208(load case 3), 10= 440(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/68, 2 -3 =- 141/82, 3-4 =- 113/77, 4 -5 =- 93/98, 5 -6 =- 93/89, 6 -7 =- 113/48, 7 -8 =- 141/82, 8 -9 =0/68 BOT CHORD 2 -14 =- 17/90, 13- 14=- 17/90, 12 -13 =- 17/90, 11- 12=- 17/90, 10 -11 =- 17/90, 8 -10= -17/90 WEBS 5 -12 =- 137/0, 4 -13 =- 190/59, 3 -14 =- 3491111, 6 -11 =- 190/57, 7 -10 =- 349/111 NOTES 1) Wind: ASCE 7 -98; 90mph; h =loft; TCDL= 4.Opsf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 �� P R 0E 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs < t�l`� [ N E 6 ,, Q , non - concurrent with other live loads. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the cC 15766PE (— responsibility of the fabricator to increase plate sizes to account for these factors. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. O 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2 -0 -0 oc. v 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Y O" � G0N of 11) A plate rating reduction of 20% has been applied for the green lumber members. 4/ & A� O"'- \ � 12) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i 4 °' LOAD CASE(S) Standard �, EXPIRATION DATE: ' 06-30-06 September 20,20 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 5171-7473 BEFORE USE. 7777 Greenback Lan MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing Citrus Heights, CA, 95610�� Design valid for use only with MiTek PP Y g P P P rP P g tY g 9 9 9 shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the AVM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSII Building Component M iT °I Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ■ Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832€ 6857 G11 CAL HIP 1 2 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:30 2005 Page 1 43 -11 -10 -1 -0- 4 -0 -14 7-6-0 8 12-3-9 17-1-6 21-11-4 30-11-2 4 --0-8 4 I I 0 i°1 7 12 3 I 17 1 I 21 114 I 26-1-4 I 30 11 2 I 35-8-15 I 40-0-1 - 8 48 -0 9� I If 1 -0-0 4 -0-14 3 -5 -2 0-6 -7 4 -3 -2 4 -9 -14 4 -9 -14 4 -2 -0 4 -9 -14 4 -9 -14 4 -3 -2 0-6 -7 3 -5 -2 4 -0-14 Sf -FA= 1:1 8x10 \\ 4x4 = 8x10 1 / 4x5 = 4x4 = 1.5x4 II 4x6 = 4x4 = 4x5 = qq 8.00 12 4 5 30 6 7 8 9 31 10 11 12 132 3x4 %� •� ,� I II'" '��x 3 3.4 15 //////`` pplll .\ r 5x12 �i 29 28 33 27 26 25 24 34 23 22 21 20 1935 18 5x12 1.5x4 I I 4x4 = 5x5 = 5x14 MT18H = 4x8 = 4x4 = 4x5 = 5x5 = 4x4 = 1.5x4 I I 4x5 = 5x14 MT18H = 4 -0-14 I 7-6 -0 12 -3 -9 17 -1-6 i 21 -11-4 I 26 -1-4 I 30 -11 -2 I 35 -8-15 I 40 -6-8 I 43 -11 -10 I 48 -0-8 4 -0-14 3 -5 -2 4 -9 -8 4 -9 -14 4 -9 -14 4 -2 -0 4 -9 -14 4 -9 -14 4 -9 -8 3 -5 -2 4 -0-14 Plate Offsets (X,Y): [2:0- 4- 2,0 -2 -0], [3:0 -1- 12,0 -1 -8], [4:0- 3- 8,Edge], [13:0- 3- 8,Edge], [15:0 -1- 12,0 -1 -8], [16:0- 4- 2,0 -2 -0], [20:0- 2- 0,0 -2 -8], [27:0- 2- 0,0 -2 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert LL -0.43 23 -24 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.71 Vert(TL) -1.13 23 -24 >505 180 MT18H 220/195 TCDL 15.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.29 16 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 Matrix BCDL 10.0 ( ) Weight: 6681b LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 4 -0 -13 oc purlins. 4 -9 2 X 6 DF SS G, 9 -13 2 X 6 DF SS G • BOT CHORD Rigid ceiling directly applied or 7 -6 -15 oc bracing. BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G "Except* 4 -27 2 X 4 DF No.1&Btr G, 6 -25 2 X 4 DF No.1 &Btr G 7-24 2 X 4 DF No.1&Btr G, 11-23 2 X 4 DF No.1&Btr G 12 -22 2 X 4 DF No.1 &Btr G, 13 -20 2 X 4 DF No.1 &Btr G WEDGE Left: 2 X 6 SYP No.2, Right: 2 X 6 SYP No.2 REACTIONS (lb /size) 2= 5622/0 -5 -8, 16= 5617/0 -5 -8 Max Horz2=- 135(load case 5) Max Uplift2=- 2230(load case 6), 16=- 2228(load case 5) Max Grav2= 6411(load case 2), 16= 6407(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/80, 2 -3 =- 10369/3741, 3-4 =- 10311/3885, 4 -5 =- 550/287, 4 -30 =- 12309/4736, 6 -30 =- 12309/4736, 6 -7 =- 14733/5657, 7- 8=- 15860/6087, 8 -31 =- 15860/6087, 9- 31=- 15860/6087, 9 -10 =- 15860/6087, 10- 11=- 15864/6088, 11- 12=- 14728/5655, 12- 32=- 12304/4734, 13- 32=- 12304/4734, 13- 14= -38/0, 13 -15 =- 10303/3881, 15 -16 =- 10362/3739, 16 -17 =0/80 BOT CHORD 2 -29 =- 3157/8399, 28 -29 =- 3157/8399, 28 -33 =- 3352/8698, 27 -33 =- 3352/8698, 26 -27 =- 4743/12309, 25- 26=- 4743/12309, 24 -25 =- 5664/14733, 24 -34 =- 6075/15864, 23 -34 =- 6075/15864, 22 -23 =- 5595/14728, 21 -22 =- 4628/12304, 20- 21=- 4628/12304 WEBS 3-29=-115/186, 3-28=-362/636, 4 28 90 165/523, 4 -27= 2091/5416, 6-27 2 6 -25 =- 1376/3605, 7 -25 =- 1607/507, � � � � fj (}F� 12-20=2953/-1033, 13 -20 2093/5422, 13/6 164/522,15-19=-361/632, 15-18=-1141/186 611 /508, 12 -22 =- 1377/3605, �c \� ,,v GIN /�j �Q� NOTES 15766PE � r 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc, 2 X 6 - 2 rows at 0 -9 -0 oc, Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. • Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. O' ` GON 0)(11 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply ' ( j . i • 1� connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. . 4 � 3) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and , right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL= 1.15.E -- 4) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 Continued on page 2 (EXPIRATION DATE: 06 -30 -06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lan Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, 95610� PP ty 9 P P P P P g tY 9 9 9 9 i is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the iiiiiiiiii erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component ,Y, A T �+ � I Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ■ Job Truss Truss Type Qty 'Ply SE Krause Arch. -04116 Haines Crossing 2 R18321 6857 G11 CAL HIP 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Sep 19 14:53:30 2005 Page 2 NOTES 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 9) All plates are MT20 plates unless otherwise indicated. 10) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) A plate rating reduction of 20% has been applied for the green lumber members. 13) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 693 lb down and 385 lb up at 40 -0 -1, and 693 lb down and 385 lb up at 8 on top chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 = -80, 4- 5 = -80, 4- 13 = -40, 13- 14 = -80, 13- 17 = -80, 2- 33=- 48(F = -28), 33- 35=- 199(F= -179), 16- 35=- 48(F = -28) Concentrated Loads (lb) Vert: 5 = -693 32 = -693 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lan Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610�� Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �r rr is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �V I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component ,fit ■ A 'Tel Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832E 6857 011A CAL HIP 1 2 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6 200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:31 2005 Page 1 43 -11 -10 -� -0-0 4 -0-14 I 7 -6 -0 8 - I I I 7 12-4 -3 17 -0 -12 21 -11-4 26-1 -4 30 -11 -2 35 -8-15 40 -0 -1 49-9-8 48 -0-8 49-0 1-0-0 4 -0-14 3 -5 -2 0f -7 4 -3 -12 4-8 -9 4 -10-8 4 -2 -0 4 -9 -14 4 -9 -14 4 -3 -2 0-6 -7 3 -5 -2 4 -0-14 gT =1 J 10x10 \\ 4x4 = 7x10 1 / 5x5 = 4x4 = 1.5x4 II 4x7 = 4x5 = 5x5 = 5 ]4 8.00 12 4 30 6 7 8 9 10 11 12 1331 3x4 i , '' ` 3 15 r ' 1 2 ..14 p V . ,,Ai \ 16 6x12 5x10 i 29 28 32 27 26 25 24 23 22 21 20 1933 18 \ 1.5x4 II 4x4 = 5x5 = 5x14 MT18H = 8x8 = 4x5 = 5x5 = 5x5 = 4x4 = 1.5x4 II 5x5 = Special 5x14 MT18H = 4 -0-14 I 7 -6 -0 12-4 -3 I 17 -0-12 I 21 -11-4 I 26-1-4 30 -11 -2 I 35 -8 -15 40 -6 -8 43 -11 -10 l 48 -0-8 l 4 -0-14 3 -5 -2 4 -10 -3 4-8 -9 4 -10-8 4 -2 -0 4 -9 -14 4 -9 -14 4 -9 -8 3 -5 -2 4 -0-14 Plate Offsets (X,Y): [2:0 -4- 14,0 -2 -8], [3:0 -1- 12,0 -1 -8], [4:0- 3- 8,Edge], [6:0- 2- 4,0 -2 -8], [7:0 -1- 12,0 -2 -0], [10:0 -1- 12,0 -2 -0], [11:0- 2- 0,0 -2 -0], [12:0- 2- 0,0 -2 -8], [15:0 -1- 12,0 -1 -8], [16:0. ,0- 2- 8],[20:0- 2- 0,0 -2- 4],[22 :0-2-0,0 -2-81, [23:0- 2-0,0-2 -0], [24:0- 4 -0,0- 5-0],[25:0- 2- 4,0 -2- 8],[27:0 -1- 12,0-2 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.55 24 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.90 Vert(TL) -1.29 24 >443 180 MT18H 220/195 TCDL 15.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.30 16 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 Matrix B ( ) Weight: CDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 3 -7 -2 oc purlins. 4 -9 2 X 6 DF SS G, 9 -13 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 7 -9 -12 oc bracing. BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G `Except` 4- 272X4OFNo ,1 &BtrG,6- 252X4DFNo.1 &BtrG 7- 242X4OFNo.1 &BtrG,11 -232 X4DFNo.1 &BtrG 12 -22 2 X 4 DF No.1&Btr G, 13 -20 2 X 4 DF No.1&Btr G WEDGE Left: 2 X 6 SYP No.2 REACTIONS (lb /size) 2= 6353/0 -5 -8, 16= 4472/0 -5 -8 Max Horz2= 135(load case 6) Max Uplift2=- 2221(load case 6), 16=-1682(load case 5) Max Grav2= 7651(load case 2), 16= 5688(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/80, 2 -3 =- 12192/3614, 3-4 =- 11789/3590, 4 -5= -38/0, 4 -30 =- 14542/4537, 6 -30 =- 14542/4537, 6 -7 =- 17965/5642, 7 -8 =- 20066/6358, 8- 9=- 20066/6358, 9 -10 =- 20066/6358, 10 -11 =- 18084/5744, 11- 12=- 15195/4838, 12- 31=- 11679/3727, 13 -31 =- 11679/3727, 13- 14= -38/0, 13 -15 =- 9158/2852, 15- 16=- 9223/2796, 16 -17 =0/80 BOT CHORD 2 -29 =- 3054/9898, 28 -29 =- 3054/9898, 28 -32 =- 3095/9961, 27 -32 =- 3095/9961, 26- 27=- 4545/14542, 25 -26 =- 4545/14542, 19 18 19 - 2248!7459 /195, 21 -22 =- 3621/11679, 20 -21 =- 3621/11679, 20 -33 =- 2337/7722, � �� � D PR of.4. WEBS 3 4 =- 1081/3139, 8- 24 10 -24 4-28=-289/798, 978/3128, 10-23=-2920/882, 11-23=-1356/4275, 11-22=-3596/1103, 811/914, � C.) ! � 1`� G1N E 7 f Q 12- 22=- 164715160, 12 -20 =- 4201/1305, 13 -20 =- 1905/5918, 13 -19 =- 126/127, 15 -19 =- 226/575, 15- 18=- 137/29 c' 15766PE 9 r" NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc, 2 X 6 - 2 rows at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. q 0 ' GON 0) Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc, Except member 8 -24 2 X 4 - 2 rows at 0 -7 -0 oc. 4/&,, r N°) 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply - fi -' connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. '! 3) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left an ,- right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. Continued on page 2 1 EXPIRATION DATE: 06 -30 -06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE 7777 Greenback Lan Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individi building component. Suite Heights, �� A licabilit of desi n aramenters and ro er incor oration of com onent is res onsibili of buildin desi designer not ,'ss desi designer. Bracin Citrus He CA, 95610�Y PP Y 9 P P P P P responsibility building 9 g Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ■■ Yom, ■ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component iTel Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss fruss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832E 6857 G11A CAL HIP 1 n L Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6 200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:31 2005 Page 2 NOTES 4) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 9) All plates are MT20 plates unless otherwise indicated. 10) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) A plate rating reduction of 20% has been applied for the green lumber members. 13) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3735 lb down and 1235 lb up at 21 -11 -4 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 = -80, 4- 5 = -80, 4- 13 = -80, 13- 14 = -80, 13- 17 = -80, 2- 24=- 159(F= -139), 16- 24 = -20 Concentrated Loads (lb) Vert: 24=- 2801(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. 7777 Greenback Lane • Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 MI! Suite 109 I5 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown M,� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Qualify Criteria, 05B -89 and BCSI1 Building Component Mire! `! Ir e I Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss rype Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832E 6857 G14 ROOF TRUSS 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:31 2005 Page 1 1 4 -0-11 I 8 -0-0 12 -0-0 i 18 -0-12 21 - - 7 4 -0-11 3 -11 -5 4 -0-0 6 -0-12 3 -10 -3 0 I0 Scale = 1:1 0 8.00 FY 6 5 1.5x4 II ro 3x4 � i - 4 4x5 0 3 2 1 All d 3x8 — JUS28 MidillAllthinliNt 9 8 JUS28 3x10 I I 4x4 = JUS28 1 4 -0-11 1 8 - I 4 -0-11 3 -11 -5 Plate Offsets (X,Y): [2:0-1-0,0-1-12], [8:0-2-0,0-2-4], [9:0-6-4,0-1-8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) 0.02 1 -9 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.51 Vert TL -0.07 1 -9 >999 180 BCD 10.0 Rep Stress Incr NO WB 0.86 Horz(TL) -0.03 7 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 74 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -10 -12 oc purlins, exc BOT CHORD 2 X 8 DF SS G end verticals. WEBS 2 X 4 DF Std G *Except' BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. 2 -9 2 X 4 OF No.1 &Btr G REACTIONS (lb /size) 7 =81 /Mechanical, 8= 2808 /Mechanical, 1= 2561/0 -5 -8, 5= 327/0 -1 -8, 6= 516/0 -1 -8 Max Horz1= 528(load case 5) Max Uplift7=- 37(load case 5), 8=- 793(load case 5), 1=- 545(Ioad case 3), 5=- 152(load case 5), 6=- 236(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 2580/589, 2 -3 =- 455/70, 3 -4 =- 440/94, 4 -5 =- 298/54, 5 -6 =- 193/160, 6 -7 =- 126/28, 4 -8 =- 374/192 BOT CHORD 1- 9=- 587/2090, 8 -9 =- 587/2090 - WEBS 2 -9 =- 615/2588, 2 -8 =- 2556/668 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ��4 PR a ss 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. () 6) A plate rating reduction of 20% has been applied for the green lumber members. c G 7) Refer to girder(s) for truss to truss connections. � < o F o'0- 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 6. 15766PE (- 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 6. 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Girder carries tie -in span(s): 26 -0 -0 from 0 -0 -0 to 8 -0 -0 13) Use USP JUS28 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2 -0 -0 oc max. starting at 2 -0 -0 from the left end to 6 -0 -0 to connect truss(es) r3 (1 ply 2 X 4 DF) to front face of bottom chord. - p Q'' GON �0ti 14) Fill all nail holes where hanger is in contact with lumber. 4/ A 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i� �' LOAD CASE(S) Standard Continued on page 2 (EXPIRATION DATE: 06 -30 -06 September 20,20 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M13 -7473 BEFORE USE. 7777 Greenback Lan Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 ��� Applicability of design commenters and proper incorporation of component is responsibility of building designer truss designer. Bracing shown Citrus Heights, CA, 95610 ,,,�„ A PP Y 9 P P P P P P Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the AVM l erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component A iTel Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. 'Y' Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832E 6857 G14 ROOF TRUSS 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:31 2005 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 = -80, 4- 7 = -80, 1- 8=- 609(F= -589) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610 ..... III Applicability of design commenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �.,,.�. r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding !! fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component F /� iTe' Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. �`(� Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832€ 6857 015 ROOF TRUSS 2 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:32 2005 Page 1 4 -0-11 { 8 -0-0 15-0 -7 1 4-0-11 3 -11 -5 7 - 4 f[ [� Scale = 0 8.00 FIT 1.5x4 II 3 3x8 2 2x4 = -' JUS26 7 6 5 2x4 / 7 3x5 I I 4x4 = JUS26 JUS26 I 2 -0-0 4 -0 -11 8 - 2 -0-0 2 -0-11 3 -11 -5 Plate Offsets (X,Y): [2:0- 2- 6,0 -1- 8],[6:0- 3- 0,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.02 5 -6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.36 Vert(TL) -0.05 5 -6 >999 180 TCDL 15.0 Rep Stress Incr NO WB 0.42 Horz(TL) -0.01 4 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 61 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, excep BOT CHORD 2 X 6 DF SS G end verticals. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS (lb /size) 4= 237 /Mechanical, 5= 1450 /Mechanical, 7= 2089/0 -5 -8 Max Horz7= 307(load case 5) Max Uplift4=- 108(load case 5), 5=- 552(load case 5), 7=- 408(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 168/631, 2 -3 =- 255/131, 3 -4 =- 190/99, 3- 5=- 578/264 BOT CHORD 1- 7=- 446/172, 6 -7 =- 215/443, 5 -6 =- 215/443 WEBS 2 -6 =- 256/946, 2- 5=- 548/265,2 -7 =- 1456/254 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OF �s s �� ,� P R 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. l � 8) Refer to girder(s) for truss to truss connections. F (2 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4 v 10) Girder carries tie -in span(s): 15 -0 -0 from 0 -0 -0 to 8 -0 -0 15766PE 11) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2 -0 -0 oc max. starting at 2 -0 -0 from the left end to 6 -0 -0 to connect truss(es) r4 (1 ply 2 X 4 DF) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). O " GON g` LOAD CASE(S) Standard Y " 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 a Continued on page 2 EXPIRATION DATE: 06 - 30 - 06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 1111111 A PP Y 9 P P P P P P Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ATTU erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component IVI iTel Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832f 6857 G15 ROOF TRUSS 2 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:32 2005 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1- 3 = -80, 3- 4 = -80, 1- 5=- 334(F= -314) e I WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEE REFERENCE PAGE MII.7473 BEFORE USE. 7777 Greenback Lane for 'an individual building component. Suite Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is fo Heights, of design oramenters and proper incorporation Citrus Heights, CA, 95610��I Applicability N 9 P p p orpordit n of component is to of stability designer not designer. Bracing shown ��� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliiy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB•89 and BCSI1 Building Component M jj®l Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. '6' Job Truss Truss ype •ty • y JE Krause Arch.-04116 Haines Crossing 2 R1832E 6857 G1B CAL HIP 2 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:33 2005 Page 1 -1-0[0 5-8 -11 1 11 -0 -8 1 16 -6-4 1 24-0-4 1 31 -6-4 1 37 -0-0 1 42 -3 -13 I 47 -7 -14 48 -8 1 -0-0 5-8 -11 5 -3 -13 5 -5 -12 7-6 -0 HNH18 7 -6-0 5 -5 -12 5 -3 -13 5 -4-1 0 -4-10 Scale = 1:1: 9 BEH18D 8.00 12 4x8 = - -I BEH18D 4x8 7/ 3x4 % 6 7 11 10 3x4 ,.,' 'v 3x4 - 3x i IVA 15 12 1.5x4 \\ // r kl r % Ina )0:1.15:4 .� °J o I d 5x10 - 4x6 Q 22 21 203 19 18 17 16 5x5 = 4x6 = 5x8 = 5x5 = 4x4 = JUS26 5x5 = 4x4 = JUS26 I 8-4 -10 1 16 -6-4 I 24 -0-4 I 31 -6-4 311-0 39 -7 -14 1 47 -7 -14 48 -8 8-4 -10 8 -1 -10 7-6 -0 7-6 -0 0 -1 -12 7 -11 -14 8 -0-0 0 -4-10 Plate Offsets (X,Y): [2:0 -3- 14,0 -2-4], [4:0- 1- 4,0 -1 -8], [6:0- 3- 4,0 -0 -8], [7:0- 0- 11,0 -1 -2], [9:0.1- 14,0- 2 -13], [10:19 -1- 5,26 -9 -2], [11:0- 3- 8,Edge], [15:0- 1- 1,0 -1 -8], [17:0- 2- 8,0 -3 -0], [19:0-2-0,0-2-0], [21:0-1-8,0-3-0], [22:0-2-0,0-3-0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.14 19 -21 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.47 Vert(TL) -0.34 19 -21 >999 180 M1118 170/148 TCDL 15.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.07 17 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 351 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G `Except* TOP CHORD Structural wood sheathing directly applied or 2 -7 -7 oc purlins. Excep 7 -92 X 6 DF SS G, 9-10 2 X 6 DF SS G 1 Row at midpt 6- 8,8 -11 BOT CHORD 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 DF Std G *Except* WEBS 1 Row at midpt 4 -21, 11 -19, 13 -17, 6 -21 6 -192 X 4 OF SS G, 11-19 2 X 4 DF SS G, 11-17 2 X4OFNo.1 &BtrG 2 Rows at 1/3 pts 6- 19,11 -17 WEDGE JOINTS 1 Brace at Jt(s): 8 Left: 2 X 4 SYP No.3 REACTIONS (lb /size) 2= 2339/0 -5 -8, 17= 3449/0 -4 -2 (input: 0 -3 -8), 15= 454 /Mechanical Max Horz2= 380(load case 6) Max Uplift2=- 771(load case 7), 17=- 1116(load case 8), 15=- 123(load case 8) Max Grav2= 3097(load case 2), 17= 3839(load case 3), 15= 706(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/80, 2 -3 =- 4746/1117, 3 -4 =- 4380/1135, 4 -5 =- 2717/698, 5 -6 =- 2523/719, 6 -7 =- 827/113, 7 -9 =- 711/132, 6 -8 =- 404/294, 8 -11 =- 404/ 294,9 -10 =- 709 / 132, 10 -11 =- 827/113,11 -12 =- 147/759,12 -13= -159/ 635,13 -14 =- 475/304,14 -15 =- 830/163 BOT CHORD 2 -22 =- 1067/3773, 21- 22=- 799/2975, 21 -23 =- 563/2108, 20 -23 =- 563/2108, 19 -20 =- 563/2108, 18 -19 =- 552/383, 17 -18 =- 552/383, 16 -17 =- 316/194, 15 -16 =- 73/542 WEBS 3 -22 =- 454/156, 4 -22 =- 515/1547, 4 -21 =- 1399/455, 6 -19 =- 2280/646, 8 -19= -6/41, 11 -19 =- 769/2474, 11 -17 =- 3003/847, 13 -17 =- 931/333, 13 -16 =- 271/614, 14 -16 =- 474/166, 6 -21 =- 711/2205 N 1) W ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and ..N- N- N R / � s/ Cl right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 c c 15766PE � 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ' = 0 oi responsibility of the fabricator to increase plate sizes to account for these factors. 'V P 40' '� � 7) All plates are MT20 plates unless otherwise indicated. . ,E� D 8) Attach MiTek HNH18 (Half and Half Plate) on each face of truss with 8d x 1 -1/2" common wire nails (0.131" x 1.5 ") in pre - punched holes 0 0! provided. All nails holes must be filled (5 Nails per side 10 nails total). 9) See BEH18 DETAILS for plate placement. Continued on page 2 ( EXPIRATION DATE: 06 -30 -06 September 20,20 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 6III-7473 BEFORE USE. 7777 Greenback Lan Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Cure 109 Citrus Heights, CA, 95610!! Applicability incorporation component responsibility a � tY of design 9 paramenters and proper er p P oration or P onent is P onsibilit Y of building designer- 9 not truss designer. 9 Bracing shown r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSI1 Building Component 'Y' � iTel Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832E 6857 GIB CAL HIP 2 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:33 2005 Page 2 NOTES 10) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 11) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 12) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 13) A plate rating reduction of 20% has been applied for the green lumber members. 14) WARNING: Required bearing size at joint(s) 17 greater than input bearing size. 15) Refer to girder(s) for truss to truss connections. 16) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 17) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 18) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 8 -9 -8 oc max. starting at 8 -3-4 from the left end to 17 -0 -12 to connect truss(es) G1 (1 ply 2 X 6 DF) to back face of bottom chord. 19) Fill all nail holes where hanger is in contact with lumber. 20) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plt) Vert: 1- 6 = -80, 6- 9 = -80, 9- 11 = -80, 11- 15 = -80, 2- 15 = -20 Concentrated Loads (lb) Vert: 22=- 708(B) 23=- 708(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is For an individual building component. Suite 109 A Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, 95610 pP Y 9 P P P rP P P Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 117-11111611. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Mire' �' Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832E 6857 G1C FLAT 2 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6 200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:33 2005 Page 1 1.5x4 II 3x4 = I 3x4 — 1 - 114 3 - 10 - 7 1 1 -11-4 2 1 -11-4 3 — Scale = 1:: _ L 6 5 4 1 .5x4 1-11-4 3x7 3 -10 -7 1.5x4 I I 1-11-4 1-11-4 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.19 Vert(LL) -0.00 5 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.09 Vert(TL) -0.01 5 >999 180 TCDL 15.0 Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 37 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -10 -7 oc purlins, excel BOT CHORD 2 X 6 DF SS G end verticals. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 6= 725 /Mechanical, 4= 725 /Mechanical Max Horz6= 59(load case 4) Max Uplift6=- 201(load case 3), 4=- 208(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 6=- 437/132, 1 -2 =- 183/60, 2 -3 =- 183/60, 3-4 =- 437/139 BOT CHORD 5 -6 =- 29/23, 4 -5 =0/0 WEBS 2 -5 =- 155/45, 1 -5 =- 127/414, 3 -5 =- 134/414 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.Opsf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. PR Q. 04 - s 8) Refer to girder(s) for truss to truss connections. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. <-j �yGiNE'F 'Jib 10) Girder carries tie -in span(s): 14 -8 -0 from 0 -0 -0 to 3 -10 -7 c� { G '� 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). � � 15766P E -F LOAD CASE(S) Standard 9 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 4- 6=- 325(F= -305), 1 -3 = -80 v ry 9 O " GON �� 41 .44:` , 4k. . _ t EXPIRATION DATE: 06 -30 -06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE 1VIII-7473 BEFORE USE. 7777 Greenback Lan MiTek Suite iu Design valid for use only with Mek connectors. This design is based only upon parameters shown, and is for an individual building component. Heights, �� A Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus He CA, 95610 � PP Y 9 P P P P P P Y 9 9 9 9 rr� is is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the NMI erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component 'fir A IT Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. sTr Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R18321 6857 G21 CAL HIP 1 3 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14'53:34 2005 Page 1 1 4 - 0 - 14 1 7-6 -0 8,17 11 -3-4 1 15 -0-12 20 -0 -0 I 24 -11-4 i 28 -8 -12 I 31 -11 -9 32 -6 35 -11 -2 1 40 -0-0 1 4 -0-14 3 -5 -2 0-6 -7 3 -2 -12 3 -9 -8 4 -11-4 4-11-4 3 -9 -8 3 -2 -12 0-6 -7 3 -5 -2 4 -0 -14 Scale = 1: 9x12 MT18Hsi 4x4 = 9x12 MT18H O 5x5 = 5x6 = 1.5x4 II 4x4 = 5x5 = 12 8.00 12 3 4 26 5 6 7 8 9 10 1127 3x4 ii 8 �� 3x4 - 2 13 v A � . e „or 1 l , 14 13 'II [I ^ [A [[''' ]I [[ I ' [II M 11 [I [0 " I[ W [LI ■i. f 7x12 MT18H �i THD28 JUS28 JUS28 JUS28 JUS28 7x12 MT18H 25 2'28 29 23 22 21 20 19 18 17 160 31 15 THD28 3x6 II 6x6 = 5x5 = 7x10 MT18H = 6x8 = 6x6 = 5x5 = 6x6 = 3x6 II THD28 THD28 JUS28 JUS28 JUS28 6x6 = JUS28 7x10 MT18H = JUS28 JUS28 THD28 THD28 THD28 THD28 JUS28 JUS28 JUS28 4 -0-14 I 7-6 -0 I 11 -3-4 I 15 -0-12 I 20 -0-0 I 24 -11-4 i 28 -8-12 I 32 -6-0 I 35 -11 -2 I 40 -0-0 I 4 - 0 - 14 3 - 3 - - 3 -9 -8 4 -11-4 4 -11-4 3 -9 -8 3 -9 -3 3 -5 -2 4 -0-14 Plate Offsets (X,Y): [1:0- 4- 13,Edge], [2:0- 1- 4,0 -1 -8], [3:0 -3- 12,0 -3 -0], [5:0- 2- 0,0 -2 -8], [10:0- 2- 0,0 -2 -8], [11:0 -3- 12,0 -3 -0], [13:0- 1- 4,0 -1 -8], [14:0- 4- 13,Edge], [15:0 -3- 12,0 -1 -8], [16:0-3-0,0-3-12], [17:0-2-0,0-2-0], [18:0-1-12,0-3-12], [20:0-4-0,0-3-12], [22:0-1-12,0-3-12], [23:0-2-0,0-2-0], [24:0-3-0,0-3-12], [25:0-3-12,0-1-8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (roc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.41 20 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.88 Vert(TL) -1.11 20 >428 180 MT18H 220/195 TCDL 15.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.27 14 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 903 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF SS G *Except* TOP CHORD Structural wood sheathing directly applied or 3 -8 -11 oc purlins. 3 -7 2 X 6 DF SS G, 7 -11 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 2 X 8 DF SS G WEBS 2 X 4 DF Std G *Except* 3-23 2 X 4 DF No.1&Btr G, 5-22 2 X 4 DF No.1&Btr G 10 -18 2 X 4 DF No.1 &Btr G, 11 -17 2 X 4 DF No.1 &Btr G REACTIONS (lb /size) 1= 16509/0 -6-4 (input: 0 -5 -8), 14= 16509/0 -6-4 (input: 0 -5 -8) Max Horz1= 130(load case 6) Max Uplift1=- 4822(load case 6), 14=- 4822(load case 5) Max Grav1= 17594(load case 2), 14= 17594(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 26693/7355, 2 -3 =- 23834/6683, 3 -4= -33/0, 3 -26 =- 25745/7338, 5 -26 =- 25745/7338, 5 -6 =- 30385/8697, 6 -7 =- 31999/9140, 7 -8 =- 31999/9140, 8- 9=- 31999/9140, 9- 10=- 30385/8697, 10 -27 =- 25745/7338, 11 -27 =- 25745/7338, 11- 12= -32/0, 11- 13=- 23834/6683, 13 -14 =- 26693/7357 BOT CHORD 1- 25=- 6190/22032, 25 -28 =- 6190/22032, 24 -28 =- 6190/22032, 24 -29 =- 5714/20131, 23 -29 =- 5714/20131, 22 -23 =- 7354/25745, 21 -22 =- 8713/30385, 20 -21 =- 8713/30385, 19 -20 =- 8654/30385, 18 -19 =- 8654/30385, 17- 18=- 7251/25745, 17- 30=- 5584/20131 , 16- 30=- 5584/20131, 16 -31 =- 6062/22032, 15- 31=- 6062/22032, 14- 15=- 6062/22032 WEBS 2 -25 =- 945/3500, 2 -24 =- 2263/656, 3 -24 =- 1207/4326, 3 -23 =- 2804/9528, 5 -23 =- 6245/1835, 5 -22 =- 2265/7663, 6 -22 =- 2266/626 11- 17=- 2804/9528, 11 -16 =- 1207/4326, 1316 263/657, 13 - 946/3500 2265/7663, 10 -17 =- 6245/1835, ��" V s PN R S NOTES 1 , 4 4 1) 3 -ply truss to be connected together with 0.131"x3" Nails as follows: CC 15 766 f7 E 3 t,, Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc, 2 X 6 - 2 rows at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 8 - 4 rows at 0 -4 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply `, connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 9 O" GON 0 � 3) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.Opsf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and 2 (id , - 1 right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 140 0 4) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 it 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. Continued on page 2 ( EXPIRATION [DATE: 06 -30 -06 September 20,20 I WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lan Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. CuCitrre 109 us Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown r� r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MLR erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Qualify Criteria, DOS -B9 and BCSt1 Building Component A Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 'Y, er Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832E 6857 G21 CAL HIP 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:34 2005 Page 2 NOTES 7) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) WARNING: Required bearing size at joint(s) 1, 14 greater than input bearing size. 13) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Girder carries tie -in span(s): 8 -0 -0 from 15 -0 -0 to 25 -0 -0; 48 -0 -0 from 0 -0 -0 to 7 -0 -0; 16 -7 -8 from 7 -0 -0 to 33 -0 -0; 48 -0 -0 from 33 -0 -0 to 40 -0 -0 15) Use USP THD28 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 9 -10 -8 oc max. starting at 15 -0 -12 from the left end to 24 -11 -4 to connect truss(E g15 (1 ply 2 X 6 DF) to front face of bottom chord. 16) Use USP THD28 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 28 -0 -0 oc max. starting at 2 -0 -0 from the left end to 38 -0 -0 to connect truss(es) t (1 ply 2 X 4 DF) to back face of bottom chord. 17) Use USP JUS28 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2 -0 -0 oc max. starting at 8 -0 -0 from the left end to 32 -0 -0 to connect truss(es) r1 (1 2 X 4 DF) to back face of bottom chord. 18) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -80, 3- 4 = -80, 3- 11 = -80, 11- 12 = -80, 11- 14 = -80, 1- 28=- 1159(B =- 1139), 22- 28=- 378(8= -358), 18- 22=- 517(F= -139, B= -358), 18- 31=- 378(B= -358), 14 -31 =- 1159(B= -1139) Concentrated Loads (lb) Vert: 22=- 1450(F) 18=- 1450(F) a � WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NIII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 licabilit of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, 95610�� A PP Y 9 P P P P P g tY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIl Quality Criteria, DSB -89 and BCSII Building Component ■ ■ �tel�I Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832f 6857 G31 CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:34 2005 Page 1 1 - - 0 - 0 1 3 -11 -5 l 7 -7 -10 8 13 -0-0 17 -11 -9 18-4 22 -0 -11 26 -0-0 1 2 7 0 -0 1 -0 - 3 -11 -5 3-8 -5 0 -4-13 4 -11 -9 4 -11 -9 0 -4-13 3 -8 -5 3 -11 -5 1 -0-0 Scale = 1:' 7x10 MT18H= 7x10 MT18H = 5 1.5x4 II 8 4 6 A; 1� rie 0 8.00 12 1.5x4 t� 1.5x4 i 3 9 _ 10 1 2 �1 Y ..... MS Y, `� 11 r, 5x12 i 15 16 14 13 127 5x12 5x5 = 5x8 = 5x14 MT18H = 5x5 = I 7 -7 -10 l 13 -0-0 1 18-4 -6 1 26 -0-0 1 7 -7 -10 5-4 -6 5-4 -6 . 7 -7 -10 Plate Offsets (X,Y): [2:0- 4- 2,0- 2- 0],[4:0- 5- 4,0 -1- 1],[7:0- 5- 4,0 -1- 1],[10:0- 4- 2,0 -2 -0], [12:0- 2- 8,0 -3- 0],[14:0- 4- 0,0 -3- 0],[15:0- 2- 8,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.15 12 -14 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.56 Vert(TL) -0.39 12 -14 >792 180 MT18H 220/195 TCDL 15.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.11 10 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 153 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -8 -9 oc purlins. BOT CHORD 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 6 -9 -11 oc bracing. WEBS 2 X 4 DF Std G WEDGE Left: 2 X 6 SYP No.2, Right: 2 X 6 SYP No.2 REACTIONS (lb /size) 2= 3001/0 -5 -8, 10= 3001/0 -5 -8 Max Horz2=- 126(load case 5) Max Uplift2=- 1059(load case 6), 10=- 1059(load case 5) Max Grav2= 3388(load case 2), 10= 3388(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/80, 2 -3 =- 5194/1757, 3-4 =- 4929/1788, 4 -5= -40/0, 4 -6 =- 4754/1810, 6 -7 =- 4754/1810, 7 -8= -40/0, 7 -9 =- 4929/1789, 9 -10 =- 5194/1758, 10 -11 =0/80 BOT CHORD 2 -15 =- 1521/4163, 15 -16 =- 1544/4072, 14- 16=- 1544/4072, 13 -14 =- 1455/4072, 13 -17 =- 1455/4072, 12- 17=- 1455/4072, 10- 12=- 1396/4163 WEBS 3 -15 =- 156/202, 4 -15 =- 252/800, 4 -14 =- 500/1234, 6 -14 =- 380/25, 7 -14 =- 501/1234, 7 -12 =- 253/800, 9 -12 =- 157/202 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 �.0, � P R Opt 3) Unbalanced snow loads have been considered for this design. �A. G[ N .S' 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ,A F /tl■ 0, non-concurrent with other live loads. d.Q 5) Provide adequate drainage to prevent water ponding. Q 15766PE �( 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ry 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9 0' ` GON � 0) 10) A plate rating reduction of 20% has been applied for the green lumber members. I(/ ,�,,r '- 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI[TPI 1. ..- 4 12) Girder carries hip end with 8 -0 -0 end setback. f. 1,', Continued on page 2 ( EXPIRATION DATE: 06 -30 -06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Suite 109 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 9561 �' Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MIAMI erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component M ije' Snfety Information available from Truss Role Institute, 583 D'Onofrio Drive. Madison. WI 53719. ,� 1 Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832( 6857 G31 CAL HIP 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:34 2005 Page 2 NOTES 13) Hanger(s) or other connection device(S) shall be provided sufficient to support concentrated load(s) 693 lb down and 385 lb up at 17 -11 -9, and 693 lb down and 385 lb up at 7 -9 -6 on top chord. The design /selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 = -80, 4 -5= -130, 4- 7 = -40, 7 -8= -130, 7- 11 = -80, 2- 16=- 48(F = -28), 16- 17=- 199(F= -179), 10- 17=- 48(F = -28) Concentrated Loads (lb) Vert: 4= -693 7= -693 1 I WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. C re �� Citrus H Heights, CA, 95610 1111 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown w®r+.r r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Nri,® 40 erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding a fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSII Building Component F iTel cnr Infnrmntinn nvnilnhle frnrn Tn rcc Plate Inctiti rte 583 D'Onofrin Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832€ 6857 G4 COMMON 2 2 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:35 2005 Page 1 l 4 -2 -7 I 7 -6-0 i 10 -9 -9 f 15-0-0 I 4 -2 -7 3 -3 -9 4x5 II 3 -3 -9 4 -2 -7 Scale = 1 : 3 PI IS 8.00 12 fli 4x5 �i 4x5 Q 2 4 1 .41111.1111 Ai I • I I I I IM 1 1 E 1 IlLI II T E I I I I I I I r ki i r∎ THD28 THD28 THD28 THD28 THD28 THD28 IM 4x12 'T 8 9 7 6 4x12 J 4x8 I I 10x10 = 4x8 I I THD28 4 - - I 7-6 -0 { 10 -9 -9 15-0-0 I 4 -2 -7 3 -3 -9 3 -3 -9 4 - - Plate Offsets (X,Y): [1:0 -2- 13,0 -2 -0], [2:0- 1- 0,0 -2 -0], [3:0 -1- 12,0 -2 -0], [4:0- 1- 0,0 -2 -0], [5:0 -2- 13,0 -2 -0], [6:0 -5- 12,0 -2 -0], [7:0- 5- 0,0 -5 -4], [8:0 -5- 12,0 -2 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.07 7 -8 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.75 Vert(TL) -0.21 7 -8 >843 180 TCDL 15.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.05 5 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 182 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -11 -1 oc purlins. BOT CHORD 2 X 8 DF SS G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 DF Std G `Except* 3-7 2 X 4 DF No.1&Btr G REACTIONS (lb /size) 1= 8166/0 -5 -8, 5= 6704/0 -5 -8 Max Horz1=- 113(load case 5) Max Upliftl=- 1835(load case 7), 5=- 1518(load case 8) Max Grav1= 8257(load case 2), 5= 6795(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 10492/2327, 2 -3 =- 6879/1582, 3 -4 =- 6879/1582, 4 -5 =- 9165/2040 BOT CHORD 1 -8 =- 1946/8620, 8 -9 =- 1946/8620, 7 -9 =- 1946/8620, 6 -7 =- 1650/7513, 5 -6 =- 1650/7513 WEBS 2 -8 =- 926/4075, 3 -7 =- 1672/7237, 4 -6 =- 575/2441, 2 -7 =- 3830/897, 4 -7 =- 2402/589 NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 8 - 2 rows at 0 -4 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. �D P� CFA 3) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and 'G right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. � , \° �\ E1� s f C. 0 2 � 4) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. 15766PE C- 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) A plate rating reduction of 20% has been applied for the green lumber members. q O ` GON aj � 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, (� 'D,�� '�� • 11) Girder carries tie -in span(s): 48 -0 -0 from 0 -0 -0 to 7 -0 -0; 31 -8 -0 from 7 -0 -0 to 15 -0 -0 ?j► 12) Use USP THD28 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2 -0 -0 oc max. starting at 2 -0 -0 from the tl left end to 14 -0 -0 to connect truss(es) h15 (1 ply 2 X 4 DF) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. Continued on page 2 EXPIRATION DATE: 06 -30 -06 September 20,20 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenba Lane Design valid for use only with MT Citrus Heights, Heights, CA, 9561011141111 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �sr rr is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MIMI erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSII Building Component M 'Tel Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive- Madison, WI 53719. !Y f Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832€ 6857 G4 COMMON 2 2 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:35 2005 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plt) Vert: 1- 9=- 1159(F =- 1139), 5- 9=- 754(F= -734), 1- 3 = -80, 3 -5 = -80 • WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. 7777 Greenback Lane Suite 109 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, 95610 w.d PP tY 9 P P P P P g ty 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, D5B -89 and BCSI1 Building Component M iTel Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832( 6857 H12 CAL HIP 2 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:35 2005 Page 1 -I -0 -� 3 -11 -5 I 7 -7 -10 110 -0 -7 I 14 -2 -3 20-8 -12 I 27 -3 -12 I 33 -10 -5 I 38 -0 -1 140 -4 -14 I 44 -1 -3 1 48 -0-8 4p-0-Is 1-0 -0 3 -11 -5 3-8 -5 2-4 -13 4 -1 -12 6-6 -9 6 -7 -1 6 -6 -9 4 -1 -12 2-4 -13 3-8 -5 3 -11 -5 1 -0-0 Scale = 1:l 1.5x4 I I 1.5x4 I I 1.5x4 II 1.5x4 II 7x8 \\ 7 14 5 15 6x8 = 3x5 = i\ 1.5x4 I I 3x8 = 3x4 = 3x5 = 8.00 12 4 8 9 10 11 12 i�16 1.5x4 �� ® 2 "" � 1.5x4 i 3 17 o .3 , 7x12 % 25 26 24 23 22 21 27 20 5x10 = 3x4 = 5x14 MT18H = 3x10 = 3x5 = 5x14 MT18H= 3x4 = I 7 -7 -10 I 14 -2 -3 I 20 -8 -12 I 27 -3-12 I 33 -10-5 I 40 -4-14 I 48-0 -8 I 7 -7 -10 6 -6 -9 6-6 -9 6 -7 -1 6-6 -9 6-6 -9 7 -7 -10 Plate Offsets (X,Y): [2:0- 5- 2,Edge], [12:0- 2- 0,0 -1 -8], [16:0- 3- 5,0 -2 -0], [18:0- 1- 11,Edge], [21:0- 6- 4,0 -3 -0], [22:0- 2- 0,0 -1 -8], [23:0- 4- 0,0 -1 -8], [24:0- 7- 0,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.62 22 -23 >927 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.96 Vert(TL) -1.45 22 -23 >394 180 MT18H 220/195 TCDL 15.0 Rep Stress Ina YES WB 0.89 Horz(TL) 0.40 18 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 258 lb BCDL 10.0 LUMBER v BRACING TOP CHORD 2 X 4 DF No.1 &Btr G *Except* "\ TOP CHORD Structural wood sheathing directly applied. 4 -10 2 X 4 DF SS G, 10 -16 2 X 4 DF SS G BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 1 Row at midpt 11 -23 WEBS 2 X 4 DF Std G *Except* 4- 242X4DFNo .1 &BtrG,8- 232X4DFNo.1 &BtrG 11 -23 2 X 4 DF No.1&Btr G, 12 -22 2 X 4 DF No.1 &Btr G 16 -21 2 X 4 DF No.1 &Btr G OTHERS 2 X 4 DF Std G WEDGE Left: 2 X 10 SYP No.2, Right: 2 X 4 SYP No.3 • REACTIONS (lb /size) 2= 2512/0 -5 -8, 18= 2508/0 -5 -8 Max Horz2=- 159(load case 5) Max Uplift2=- 877(load case 7), 18=- 875(load case 5) Max Grav2= 3287(load case 2), 18= 2526(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2 -3 =- 5026/1294, 3 -4 =- 4807/1305, 4 -5 =- 108/28, 5 -7= -30/0, 4 -6 =- 6134/1793, 6 -8 =- 6134/1793, 8 -9 =- 7153/2213, 9 -10 =- 7153/2213, 10 -11 =- 7153/2213, 11- 12=- 7045/2258, 12 -13 =- 5800/1928, 13- 16=- 5800/1928, 14- 15= -16/0, 15- 16=- 101/23, 16 -17 =- 4103/1398, 17- 18=- 4058/1368, 18 -19 =0/72 BOT CHORD 2- 25=- 1086/3974, 25- 26=- 1068/4011, 24 -26 =- 1068/4011, 23- 24=- 1645/6134, 22 -23 =- 2110/7045, 21- 22=- 1780/5800, WEBS 11-22=-830/169, 7 4-25=-121/254, 2157 12-21=-1706/443, 8 270 16 21 9525 128 17/20= -1 267, 6 / = I 100/29, \� C�, \ N sJ© 13- 15 = -91/31 4 1 4 17 NOTES 15766PE (- 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL =4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 1111P el, 3) Unbalanced snow loads have been considered for this design. ‘1,.. 0" GON 0) 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �(��r 0' non - concurrent with other live loads. +:44 5) Provide adequate drainage to prevent water ponding. 11 r c• 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ••• responsibility of the fabricator to increase plate sizes to account for these factors. Continued on page 2 EXPIRATION DATE: 06 -30 -06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI 74 73 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 " � PP Y 9 P P P rP P P Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component M iTel Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type ' Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832E 6857 H12 CAL HIP 2 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:35 2005 Page 2 NOTES 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) Standard • WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Cure 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 A �� PP Y 9 p P P rP P P Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mill erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSI1 Building Component �(� A A Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 6 Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832E 6857 H13 CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:36 2005 Page 1 --1143-? 5 -11 -5 I 11 -7 -10 12-9-7 17 -9 -13 24 -0-4 I 30 -2 -11 I 36 -0 -1 36. 42 -1 -3 I 48 -0-8 4 -0- 1 -0-0 5 -11 -5 5-8 -5 0-4 -13 5 -9 -6 6 -2 -7 6 -2 -7 5 -9 -6 0 -4-13 5 -8 -5 5 -11 -5 1 - Scale = 1:1 5x10 = 5x10 = 3x4 = 3x6 = 1.5x4 I I 3x4 = 5 11 4 6 7 8 9 10 8.00 'I 2 3x4 i 3 12 ca so 12 I�� 3x4 1...., 13 i 7x12 % 21 20 22 19 18 17 1623 15 7x12 1.5x4 I I 3x4 = 5x7 = 3x8 = 5x7 = 3x4 = 1.5x4 I I 5 -11 -5 I 11 - - 17 -9 -13 24 -0-4 30 -2 -11 I 36 -4 -14 42 -1 -3 48 -0-8 5 -11 -5 5-8 -5 6 -2 -3 6 -2 -7 6 -2 -7 6 -2 -3 5-8 -5 5 -11 -5 Plate Offsets (X,Y): [2:0- 5- 2,Edge], [3:0 -1- 12,0 -1 -8], [4:0- 5- 4,0 -1 -1], [10:0- 5- 4,0 -1 -1], [12:0 -1- 12,0 -1 -8], [13:0- 5- 2,Edge], [17:0- 3- 8,0 -3-4], [19:0- 3- 8,0 -3-4] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.33 18 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.70 Vert(TL) -0.80 17 -18 >709 180 TCDL 15.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.32 13 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 281 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -3 -9 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 5 -8 -1 oc bracing. WEBS 2 X 4 DF Std G WEBS 1 Row at midpt 4 -19, 6 -19, 9 -17, 10 -17 WEDGE Left: 2 X 10 SYP No.2, Right: 2 X 10 SYP No.2 REACTIONS (lb /size) 2= 2511/0 -5 -8, 13= 2511/0 -5 -8 Max Horz2=- 190(load case 5) Max Uplift2=- 836(load case 6), 13=- 836(load case 5) Max Grav2= 3241(load case 2), 13= 3241(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/72, 2 -3 =- 4991/1336, 3-4 =- 4362/1256, 4 -5= -40/0, 4 -6= 4393/1372, 6 -7= 4627/1440, 7 -8 =- 4627/1440, 8 -9 =- 4627/1440, 9 -10 =- 4393/1372, 10- 11= -40/0, 10 -12 =- 4362/1256, 12- 13=- 4991/1336, 13 -14 =0/72 BOT CHORD 2 -21 =- 1225/3944, 20 -21 =- 1225/3944, 20 -22 =- 1105/3525, 19 -22 =- 1105/3525, 18- 19=- 1388/4393, 17 -18 =- 1309/4393, 17-23=-942/3525, 16-23=-942/3525, 15-16=-1036/3944, 13-15=-1036/3944 WEBS 3 -21 =- 98/241, 3 -20 =- 503/233, 4 -20 =- 215/409, 4 -19 =- 596/1747, 6 -19 =- 1252/371, 6 -18 =- 235/677, 8 -18 =- 699/172, 9- 18=- 235/677, 9 -17 =- 1252/371, 10 -17 =- 596/1747, 10 -16 =- 215/409, 12 -16 =- 503/233, 12- 15=- 99/241 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category g II; t Exp B; Fully uExp. Lumber Ct 01 =1.15 plate grip DOL =1.15. �� D P� �F SA1 3) Unbalanced snow loads have been considered for this design. ``� ��� f C7 2 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 4 , non - concurrent with other live loads. CO 15766PE 9 5) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. v O ti 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9 4'ji O ' G0N g 0) 9) A plate rating reduction of 20% has been applied for the green lumber members. � �• i 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4 , 11 /e: LOAD CASE(S) Standard E EXPIRATION DATE: 06-30-06 September 20,20 , WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use with MiTek connectors. This design is based only upon shown, and is for an individual Cure 109 �� parameters building component. S uite Heights, CA, 95610 .,,,, 1 �! only Y 9 Y P on Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown � § is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSII Building Component '�I' l A iT Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 6 II Job Truss Truss Type to y Ply JE Krause Arch. -04116 Haines Crossing 2 R1832f 6857 H13A CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:37 2005 Page 1 5 -11 -5 11 -7 -10 12 -7 17 -9 -13 I 24 -0-4 i 30 -2 -11 I 36 -0-1 36 -414 42 -1 -3 I 47 -7 -14 i 5-11 -5 5-8 -5 0-4 -13 5 -9 -6 6 -2 -7 6 -2 -7 5 -9 -6 0 -4-13 5 -8 -5 5 -6-11 Scale = 1:1 5x10 = 5x10 = 3x4 = 3x6 = 1.5x4 II 3x4 = 4 10 3 5 6 7 8 9 E WAFT 8.00 12 .1: - 12 '�� 3x4 -D 3x4 .T 2 11 1 Ai6 —.. .. II 7x12 19 18 20 17 16 15 1421 13 5x7 II 1.5x4 II 3x4 = 5x7 = 3x8 = 5x7 = 3x4 = 1.5x4 II 10x10 = 5 -11 -5 11 -7 -10 1 . 17 -9 -13 24 -0-4 30 -2 -11 36 -4 -14 42 -1 -3 47 -7 -14 48 -8 5 -11 -5 5-8 -5 6 -2 -3 6 -2 -7 6 -2 -7 6 -2 -3 5-8 -5 5-6-11 0-4 -10 Plate Offsets (X,Y): [1:0- 5- 2,Edge], [2:0- 1- 12,0 -1 -8], (3:0- 5- 4,0 -1 -1], [90- 5- 4,0 -1 -1], [11:0 -1- 12,0 -1 -8], [12:0 -5- 12,0 -2 -8], [12:Edge,0 -0 -4], [15:0- 3- 4,0 -3 -0], 117:0- 3- 8,0 -3 -4] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.32 16 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.75 Vert(TL) -0.78 16 -17 >726 180 TCDL 15.0 Rep Stress Ina' YES WB 1.00 Horz(TL) 0.31 12 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 278 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -2 -12 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 5 -8 -2 oc bracing. WEBS 2 X 4 DF Std G WEBS 1 Row at midpt 5 -17, 8 -15, 9 -15 WEDGE Left: 2 X 10 SYP No.2, Right: 2 X 12 DF SS REACTIONS (lb /size) 1= 2393/0 -5 -8, 12= 2393/0 -5 -8 Max Horz1=- 188(load case 5) Max Uplift1=- 822(load case 6), 12=- 823(load case 5) Max Grav1= 3081(load case 2), 12= 3074(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 4983/1329, 2 -3 =- 4340/1247, 3 -4= -40/0, 3 -5 =- 4358/1361, 5 -6 =- 4575/1425, 6 -7 =- 4575/1425, 7 -8 =- 4575/1425, 8 -9 =- 4304/1347, 9- 10= -40/0, 9- 11=- 4231/1219, 11- 12=- 4790/1281 BOT CHORD 1- 19=- 1227/3941, 18- 19=- 1227/3941, 18 -20 =- 1106/3504, 17- 20=- 1106/3504, 16 -17 =- 1384/4358, 15- 16=- 1296/4304, 15 -21 =- 925/3417, 14- 21=- 925/3417, 13 -14 =- 976/3698, 12- 13=- 976/3698 WEBS 2 -19 =- 100/244, 2 -18 =- 525/241, 3 -18 =- 219/419, 3 -17 =- 588/1718, 5 -17 =- 1228/364, 5 -16 =- 226/646, 7 -16 =- 699/172, 8 -16 =- 242/703, 8 -15 =- 1272/377, 9- 15=- 603/1773, 9- 14=- 196/335, 11 -14 =- 336/200, 11 -13 =- 96/234 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. PROF - 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 �'L G iN F + S / 3) Unbalanced snow loads have been considered for this design. � < � � Fri 0 4) Provide adequate drainage to prevent water ponding. t t, 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the rt 15766P E 9 ( - responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. (..-- cli 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. q O" GON c* LOAD CASE(S) Standard < EXPIRATION DATE: 06 -30 -06 September 20,20 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek ek connectors. This design is based only upon parameters shown, and is for an individual building component. Cure 109 Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown •rrr is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 11111111111 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPl1 Quality Criteria, DSB -89 and BCSI1 Building Component V, � iTel Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. , 1 Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832t 6857 H14 CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:37 2005 Page 1 -V°-.P 5 - - I 11 - - 1 14 -0 -7 1 17 -9 -13 24 -0-4 1 30 -2 -11 1 34 -0 -1 1 36 -4 -14 i 42 -1 -3 1 48 -0-8 4 -0 -p 1 -0-0 5-11 -5 5-8 -5 2 -4-13 3 -9 -6 6 -2 -7 6 -2 -7 3 -9 -6 2 -4-13 5-8 -5 5 -11 -5 1 -0-0 Scale = 1:1 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 6x8 �i 7 13 14 6x8 n 5 3x4 = 3x6 = 1.5x4 II 3x4 = 4 v 8 9 10 1115 8.00 FIT 46 .... c 3x4 3x 111\k, . 3 16 E 1 2 0 ZN 7x12 25 24 26 23 22 21 27 20 19 7x12 1.5x4 I I 3x4 = 6x6 = 3x8 = 6x6 = 3x4 = 1.5x4 11 i 5 -11 -5 I 11 -7 -10 I 17 -9 -13 1 24 -0-4 1 30 -2 -11 I 36 -4-14 I 42 -1 -3 i 48 -0-8 1 5 -11 -5 5-8 -5 6 -2 -3 6 -2 -7 6 -2 -7 6 -2 -3 5-8 -5 5 -11 -5 Plate Offsets (X,Y): [2:0- 5- 2,Edge], [3:0 -1- 12,0 -1 -81, [4:0- 4- 0,0 -2 -0), [15:0- 4- 0,0 -2 -0], [16:0 -1- 12,0 -1 -8], [17:0- 5- 2,Edge], [21:0- 2- 12,Edge], [23:0- 2- 12,Edge] LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.32 22 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.69 Vert(TL) -0.79 22 -23 >722 180 TCDL 15.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.31 17 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 291 lb BCDL 10.0 LUMBER \./ BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -3 -13 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 5 -9 -14 oc bracing. WEBS 2 X 4 DF Std G WEBS 1 Row at midpt 4 -23, 8 -23, 11 -21, 15 -21 WEDGE Left: 2 X 10 SYP No.2, Right: 2 X 10 SYP No.2 REACTIONS (lb /size) 2= 2513/0 -5 -8, 17= 2513/0 -5 -8 Max Horz2=- 221(load case 5) Max Uplift2=- 779(load case 6), 17=- 779(load case 5) Max Grav2= 3199(load case 2), 17= 3199(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2 -3 =- 4916/1237, 3 -4 =- 4290/1154, 4 -5 =- 117/19, 5 -7= -30/0, 4 -6 =4311/1300, 6 -8 =- 4311/1300, 8 -9 =- 4507/1355, 9 -10 =- 4507/1355, 10- 11=- 4507/1355, 11- 12=- 4311/1301, 12- 15=- 4311/1301, 13- 14= -30/0, 14 -15 =- 117/19, 15 -16 =- 4290/1154, 16 -17= 4916/1237, 17 -18 =0/72 BOT CHORD 2 -25 =- 1175/3881, 24 -25 =- 1175/3881, 24- 26=- 1052/3468, 23- 26=- 1052/3468, 22 -23 =- 1319/4311, 21 -22 =- 1209/4311, 21 -27 =- 838/3468, 20- 27=- 838/3468, 19 -20 =- 954/3881, 17- 19=- 954/3881 WEBS 3 -25 =- 99/241, 3 -24 =- 496/226, 4 -24 =- 204/405, 4 -23 =- 603/1785, 8 -23 =- 1281/376, 8 -22 =- 262/738, 10 -22 =- 700/176, 11- 22=- 262/738, 11 -21 =- 1281/376, 15 -21 =- 603/1785, 15 -20 =- 204/405, 16- 20=- 496/226, 16- 19=- 99/241, 5 -6 =- 85/24, 12- 14= -85/24 _ NOTES , O PROp 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and '.• right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. , ��J t "c€'� Z C3 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4Z-. 15766P E (- 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. (- - - 7 1/. 07 1 ; " GGN �� 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. (j 1 { '-� 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. + 9) A plate rating reduction of 20% has been applied for the green lumber members. ti 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ►• • 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. Continued on page 2 ( EXPIRATION DATE: 06 -30 -06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE MII -7473 BEFORE USE. 7777 Greenback Lan Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, 95610 A N PP Y 9 P P P P P P Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MO' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCS11 Building Component 'r' A iTe Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. �s Job Truss Truss I ype Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R18321 6857 H14 CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Man Sep 19 14:53:38 2005 Page 2 LOAD CASE(S) Standard 6 i WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MI1-7473 BEFORE USE. 7777 Greenback Lane MiTek connectors. This design is based only upon parameters shown, and is for art individual building component. Suite 109 Design valid for use only with MiTek � . Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 PP Y 9 P P P P P P ty 9 9 9 9 wrrr. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �� r• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSI1 Building Component ,Y' 1 iTel Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832E 6857 H14A CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14.53:38 2005 Page 1 5-11 -5 I 11 -7 -10 1 14 -0 -7 I 17 -9 -13 I 24 -0-4 I 30 -2 -11 I 34 -0 -1 . 36 -4 -14 i 42 -1 -3 I 47 -7 -14 5 -11 -5 5 -8 -5 2-4 -13 3 -9 -6 6 -2 -7 6 -2 -7 3 -9 -6 2-4 -13 5-8 -5 5-6 -11 Scale = 1:1 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 5x8 = 6 12 4 13 5x8 = 3x4 = 3x6 = 1.5x4 I I 3x4 = 3 8 9 10 k� 14 7 8,00 1 m - 3x4 2 3x4 15 16 1 t 7x12 5x7 23 22 24 21 20 19 25 18 17 1.5x4 II 3x4 = 5x7 = 3x8 = 5x7 = 3x4 = 1.5x4 II 10x10 = 5-11 -5 I 11 -7 -10 I 17 -9 -13 l 24 -0-4 30 -2 -11 36 -4 -14 I 42 -1 -3 I 47 -7 -14 48 -8 I 5 -11 -5 5-8 -5 6 -2 -3 6 -2 -7 6 -2 -7 6 -2 -3 5 -8 -5 5 -6 -11 0-4 -10 Plate Offsets (X,Y): [1:0- 5- 2,Edge], [2:0 -1- 12,0 -1 -8], [3:0- 3- 4,0 -1 -0], [14:0- 3- 4,0 -1 -0], [15:0 -1- 12,0 -1 -8], [16:0 -5- 12,0 -2 -8], [16:Edge,0 -0-4], [19:0- 3- 4,0 -3 -0], [21:0- 3- 4,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.31 20 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0 -75 Vert(TL) -0.77 20 -21 >738 180 TCDL 15.0 Rep Stress !nor YES WB 0.80 Horz(TL) 0.30 16 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 288 lb BCDL 10.0 LUMBER RACING TOP CHORD 2 X 4 DF No.1 &Btr G ATOP CHORD Structural wood sheathing directly applied or 2 -3 -0 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 5 -9 -15 oc bracing. WEBS 2 X 4 DF Std G WEBS 1 Row at midpt 3 -21, 7 -21, 10 -19, 14 -19 WEDGE Left: 2 X 10 SYP No.2, Right: 2 X 12 DF SS REACTIONS (lb /size) 1= 2395/0 -5 -8, 16= 2395/0 -5 -8 Max Horz1=- 219(load case 5) Max Upliftl=- 765(load case 6), 16=- 765(load case 5) Max Grav1= 3040(load case 2), 16= 3032(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 - = - 4911/1231, 2 -3 =- 4269/1147, 3-4 =- 116/20, 4 -6= -30/0, 3 -5 =- 4278/1291, 5 -7 =- 4278/1291, 7 -8 =- 4458/1341, 8 -9 =- 4458/1341, 9- 10=- 4458/1341, 10- 11=- 4223/1277, 11- 14=- 4223/1277, 12 -13= -29/0, 13 -14 =- 117/18, 14- 15=- 4161/1121, 15 -16 =- 4718/1186 BOT CHORD 1 -23 =- 1178/3881, 22 -23 =- 1178/3881, 22 -24 =- 1053/3449, 21 -24 =- 1053/3449, 20 -21 =- 1316/4278, 19 -20 =- 1199/4223, 19 - 25 = - 824/3362, 18 -25 =- 824/3362, 17 -18 =- 899/3639, 16 -17 =- 899/3639 WEBS 2 -23 =- 100/245, 2 -22 =- 518/234, 3 -22 =- 208/414, 3 -21 =- 595/1756, 7 -21 =- 1258/370, 7 -20 =- 254/708, 9 -20 =- 700/176, 10-20=-268/763, 10-19=-1300/381, 14-19=-609/1809, 14-18=-185/334, 15-18=-332/193, 15-17=-97/234, 4-5=-86/25, 11 -13= -83/24 NOTES REO PR 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and �'<� GI s s/ right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. \ 6� F,4 c 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 Lu 3) Unbalanced snow loads have been considered for this design. 15766P E PC 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9 0" GON 0�' 8) A plate rating reduction of 20% has been applied for the green lumber members. �(� * yr '�� 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �lt "? : 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. ]4 LOAD CASE(S) Standard EXPIRATION DATE :06 -30 -06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MG -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Ct 109 ULM Citrus Heights, CA, 95610 II Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown sr.rrN �. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the �'�� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/711 Quality Criteria, DSB -89 and BCSI1 Building Component 'Y, i iT Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832E 6857 H15 CAL HIP 2 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:39 2005 Page 1 1 5 -11 -5 I 11 -7 -10 I 16-0 -7 17 -9 -13 24 -0-4 30 -2 -11 13 2 -0 -1 36 -4 -14 i 42 -1 -3 I 47 -7 -14 48 -8 5 -11 -5 5 -8 -5 4-4-13 1 -9 -6 6 -2 -7 6-2 -7 1 -9 -6 4-4 -13 5 -8-5 5-6 -11 0 -4-10 Scale = 1:1 1.5x4 II 1.5x4 II 6 12 4 13 • 5x8= 5x8 = i 4 I 1 3x4 = 3x6 = 1.5x4 I I 3x4 = 1 8.00 12 3 i 7 8 - 10 11 14 3x4 -i 324 2 15 E e :N N.,.... 1 16 n _.„7/. 6x12 8x10 23 22 24 21 20 19 25 18 17 1.5x4 II 3x4 = 5x7 = 3x8 = 5x7 = 3x4 = 1.5x4 II 5 -11 -5 I 11 -7 -10 I 17 -9 -13 24 -0-4 1 30-2 -11 I 36 I 42 - - I 47 -7 -14 48 -8 5 -11 -5 5-8 -5 6 -2 -3 6 -2 -7 6 -2 -7 6 -2 -3 5-8 -5 5-6 -11 0 -4-10 Plate Offsets (X,Y): [1:0- 3- 7,Edge], [2:0 -1- 12,0 -1 -8], [3:0- 3- 8,0 -1 -0], [14:0- 3- 8,0 -1 -0], [15:0 -1- 12,0 -1 -8], [16:0- 1- 2,Edge], [19:0- 3- 4,0 -3 -0], [21:0- 3- 4,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.30 20 -21 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.80 Vert(TL) -0.76 20 -21 >746 180 TCDL 15.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.30 16 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 293 lb • BCDL 10.0 LUMBER . ./BRACING TOP CHORD 2 X 4 DF No.1 &Btr G ^ TOP CHORD Structural wood sheathing directly applied or 2 -3 -11 oc purlins. Exce BOT CHORD 2 X 4 DF No.1 &Btr G 1 Row at midpt 3 -5, 11 -14 WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 5 -11 -11 oc bracing. WEDGE WEBS 1 Row atmidpt 7 -21, 10 -19 Left: 2 X 8 SYP No.2, Right: 2 X 8 DF SS REACTIONS (lb /size) 1= 2403/0 -5 -8, 16= 2404 /Mechanical Max Horz1=- 250(load case 5) Max Upliftl=- 715(load case 6), 16=- 715(load case 5) Max Grav1= 2997(load case 2), 16= 2991(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 4837/1145, 2 -3 =- 4191/1058, 3 -4 =- 164/71, 4 -6= -30/0, 3 -5 =- 4191/1224, 5 -7 =- 4191/1224, 7 -8 =- 4341/1262, 8- 9=- 4341/1262, 9 -10 =- 4341/1262, 10-11=4159/1217, 11- 14=- 4159/1217, 12 -13= -30/0, 13- 14=- 165/71, 14- 15=- 4130/1044, 15 -16 =- 4728/1120 BOT CHORD 1- 23=- 1138/3821, 22 -23 =- 1138/3821, 22 -24 =- 1007/3380, 21 -24 =- 1007/3380, 20- 21=- 1253/4191, 19 -20 =- 1102/4159, 19 -25 =- 746/3331, 18 -25 =- 746/3331, 17 -18 =- 857/3686, 16- 17=- 857/3686 WEBS 2 -23 =- 100/244, 2 -22 =- 529/229, 3 -22 =- 205/421, 3 -21 =- 572/1746, 7 -21 =- 1250/352, 7 -20 =- 294/809, 9 -20 =- 722/187, 10- 20=- 302/839, 10 -19 =- 1273/358, 14- 19=- 579/1775, 14 -18 =- 192/362, 15- 18=- 425/205, 15 -17 =- 98/238, 4 -5 =- 221/66, 11 -13 =- 220/66 NOTES 4 O PR � 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and ' ' ' right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. Ca]N "- 2) 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4t 15766PE 5' 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O' " GON Qj 8) A plate rating reduction of 20% has been applied for the green lumber members. '1' A \ 9) Refer to girder(s) for truss to truss connections. � . 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r A; 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. '' LOAD CASE(S) Standard ( EXPIRATION DATE: 06 -30 -06 September 20,20 1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MG -7473 BEFORE USE. 7777 Greenback Lan Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing s hown Citrus Heights CA 956101 PP Y 9 P P P P P P Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the &INN erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component 'Y' A iT Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ri Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832E 6857 H16 CAL HIP 2 1 , Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:39 2005 Page 1 I 5-8 -11 I 11 -0-8 I 16-6-4 18 -0 -T 24 -0-4 1 30 -0 -1 i1 -6-1 37 -0-0 1 42 -3 -13 1 47 -7 -14 48 -8 5-8 -11 5 -3 -13 5 -5 -12 1 -0 -3 5 -11 -13 5 -11 -13 1-6 -3 5 -5 -12 5 -3 -13 5 -4-1 0 -4-10 Scale = 1:1 1.5x4 II 1.5x4 II 1.5x4 II 8.00 ff 5x8 -- 1.5x4 II 8 1.5x4 II 115x8 - ■p 6 9 13 12 3x4 �i 5 ' 3x4 3x4 O 3x4 i 4 14 15 1.5x4 \\ , r: 1.5x4 // A 2 16 r 1 17 ri. ;It _ - .- I rr 0 0 4x6 = 24 23 25 22 21 20 26 19 18 8x10 6x6 -..2. 3x4 = 3x4 = 4x5 = 4x8 = 4x5 = 3x4 = 3x4 = 8 - 4 - 1 16 24-0-4 I 31 -6-4 I 39 -7 -14 47 -7 -14 48 -8 I 8 -4-10 8 -1 -10 7 -6 -0 7-6-0 8 -1 -10 8 -0-0 0-4 -10 Plate Offsets (X,Y): [1:0- 7- 2,0 -1 -8 1,[1:0- 0- 0,0 -0- 4],[5:0- 4- 0,0 -1- 12],[13:0- 4- 0,0 -1- 12],[17:0- 1- 2,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.20 21 -23 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.75 Vert(TL) -0.58 21 -23 >980 180 TCDL 15.0 Rep Stress [nor YES WB 0.58 Horz(TL) 0.26 17 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 285 lb BCDL 10.0 LUMBER * BRACING TOP CHORD 2 X 4 DF SS G *Except* TOP CHORD Structural wood sheathing directly applied or 2-4 -2 oc purlins. 1 -4 2 X 4 DF No.1 &Btr G, 14 -17 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6 -2 -11 oc bracing. BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 1 Row at midpt 3 -23, 5 -21, 9 -21, 13 -21, 15 -19 WEBS 2 X 4 DF Std G `Except* 5 -232 X 4 DF No.1&Btr G, 13 -192 X4DFNo.1 &BtrG WEDGE Left: 2 X 6 SYP No.2, Right: 2 X 8 DF SS REACTIONS (lb /size) 1= 2412 /Mechanical, 17 =2412 /Mechanical Max Horz1= 281(load case 6) Max Uplift 1=- 706(load case 7), 17=- 703(load case 8) Max Grav1= 2950(Ioad case 2), 17= 2939(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 4802/1099, 2 -3 =- 4429/1118, 3 -4 =- 3520/881, 4 -5 =- 3210/901, 5 -6 =- 153/13, 6 -8= -30/0, 5 -7 =- 2982/842, 7 -9 =- 2982/842, 9 -10 =- 2982/842, 10- 13=- 2982/842, 11- 12= -29/0, 12- 13=- 152/12, 13 -14 =- 3159/891, 14 -15 =- 3469/870, 15 -16 =- 4249/1076, 16- 17=- 4567/1054 BOT CHORD 1 -24 =- 1103/3840, 23 -24 =- 955/3307, 23- 25=- 828/2834, 22 -25 =- 828/2834, 21- 22=- 828/2834, 20 -21 =- 669/2791, 20 -26 =- 669/2791, 19- 26=- 669/2791, 18 -19 =- 653/3213, 17- 18=- 790/3593 WEBS 2 -24 =- 528/178, 3 -24 =- 280/661, 3 -23 =- 778/306, 5 -23 =- 343/779, 5 -21 =- 338/942, 9 -21 =- 897/227, 13 -21 =- 349/990, 13 -19 =- 328/712, 15 -19 =- 694/285, 15- 18=- 242/506, 16 -18 =- 358/138, 6 -7 =- 23/62, 10- 12= -23/61 NOTES ��C �'�� P R ape 's 1) right exposed ; end left exposed; porch left and L right exposed; Lum DOL enclosed; 1 15 plat grip DOLabl1 end zone; cantilever left and � , \ � �� iN E I y 1 �C � 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 Ct, 15766PE 9 (-- 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. O 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. V O" G(3N Oj�' 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (7 '� �' 8) A plate rating reduction of 20% has been applied for the green lumber members. ��i.► �' 9) Refer to girder(s) for truss to truss connections.i L 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��;; +sir 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. Continued on page 2 1 EXPIRATION DATE: 06-30-06 September 20,20 , WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB -7473 BEFORE USE. 7777 Greenback Lan mime Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 111111 A Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing s hown Citrus Heights, CA , 95610_,.. 1 �. II PP N 9 P P P rP P P Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1111121111 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component 'Y� A i Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. i"i Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R18321 6857 H16 CAL HIP 2 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:39 2005 Page 2 LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. , Suite 109 PP design p proper p p p g g designer. Bracing Citrus Heights, CA, 9561 Applicability of deli n aramenfers and ro er incor oration of component is responsibility of building designer truss deli ner. Bracin shown rsrw rr is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the i'�� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSI1 Building Component hA iTel Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832E 6857 H17 CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:40 2005 Page 1 20 -0 -7 5-8 -11 11 -0-8 I 16 -64 19 -10.15 24-0-4 28 -0 -1 31 -6-4 I 37 - 0-0 I i f4 42 -3 -13 47 -7 -14 48M-8 5-8 -11 5 -3 -13 5 -5 -12 3-4-11 0 -1 -8 3 -11 -13 3 -11 -13 3 -6 -3 5 -5 -12 5 -3 -13 54 -1 04 -1care = 1:1 BEH18D 10 BEH18D 5x8 i 7 8.00 FIT 1.5x4 I I 5x8 - - 6 -4 23 ./ 8 24 9 11 - 3x4 G 5 , ° 3x4O 3x4 i 3x4 4 12 . . . - 13 ' 1.5x4 P 1.5x4 // , 2 14 ' 1 1 - ' 4; 04 „� ] °° 4x6 = 22 21 20 19 18 17 16 8x10 6x6 i 3x4 = 3x4 = 4x5 = 4x8 = 4x5 = 3x4 = 3x4 = I 8-4-10 1664 24 -04 I 28 -0 -1 I 31 -64 I 39 -7 -14 I 47 -7 -14 48 -8 I 8-4-10 8 -1 -10 7 -6 -0 3 -11 -13 3 -6 -3 8 -1 -10 8 -0-0 0-4-10 Plate Offsets (X,Y): [1:0- 7- 2,0- 1- 81,[1:0- 0- 0,0 -0- 4],[5:0- 4- 0,0 -1- 12],[6:0 -0- 11,0 -1- 2],[9:0- 4- 0,0 -1- 12],[11:19 -1- 5,26 -9- 2],[15:0- 1- 2,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.20 19 -21 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.76 Vert(TL) -0.59 19 -21 >964 180 MI118 170/148 TCDL 15.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.37 10 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 289 lb BCDL 10.0 LUMBER \ BRACING TOP CHORD 2 X 4 DF SS G `Except` ^ TOP CHORD Structural wood sheathing directly applied or 2 -3 -11 oc purlins. 1 -4 2 X 4 DF No.1 &Btr G, 12 -15 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6 -7 -3 oc bracing. BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 1 Row at midpt 3 -21, 5 -19, 8 -19, 9 -19, 13 -17 WEBS 2 X 4 DF Std G 'Except' 5 -21 2 X 4 DF No.1 &Btr G, 9 -17 2 X 4 DF No.1 &Btr G WEDGE Left: 2 X 6 SYP No.2, Right: 2 X 8 DF SS REACTIONS (lb /size) 1= 2528 /Mechanical, 15= 2530 /Mechanical, 7= 112 /Mechanical, 10= 112 /Mechanical Max Horz1= 311(Ioad case 6) Max Upliftl=- 604(load case 7), 15=- 600(Ioad case 8), 7=- 58(load case 7), 10=- 58(load case 8) Max Grav1= 2993(load case 2), 15= 2982(load case 3), 7= 159(Ioad case 2), 10=159(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 4878/922, 2 -3 =- 4505/940, 3 -4 =- 3596/695, 4 -5 =- 3286/716, 5 -6 =- 168/0, 6 -7 =- 37/62, 5 -23 =- 2964/693, 8 -23 =- 2964/693, 8 -24 =- 2964/693, 9 -24 =- 2964/693, 10 -11 =- 37/45, 9- 11=- 168/0, 9 -12 =- 3233/707, 12 -13 =- 3543/686, 13- 14=- 4322/904, 14 -15 =- 4640/882 BOT CHORD 1- 22=- 986/3903, 21 -22 =- 833/3370, 20- 21=- 702/2900, 19 -20 =- 702/2900, 18 -19 =- 535/2856, 17 -18 =- 535/2856, 16 -17 =- 513/3273, 15 -16 =- 652/3652 WEBS 2 -22 =- 529/180, 3 -22 =- 289/662, 3 -21 =- 772/312, 5 -21 =- 288/773, 5 -19 =- 256/1029, 8 -19 =- 844/244, 9 -19 =- 265/1078, 9- 17=- 275/706, 13 -17 =- 686/295, 13 -16 =- 257/505, 14 -16 =- 356/146 �D PR NOTES � S.0 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and \� .N ' :/ j a i right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category It; Exp B; Fully Exp.; Ct= 1 C - 15 766P E fi r" 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 1 6) All plates are MT20 plates unless otherwise indicated. I Q'' GON 01 7) See BEH18 DETAILS for plate placement. '1//,, �, � 8) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. _�s ,, r � . �' 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ] :. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) A plate rating reduction of 20% has been applied for the green lumber members. Continued on page 2 ( EXPIRATION DATE: 06 -30 -06 September 20,20 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE, 7777 Greenback Lan Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Maw A Applicability of design aramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing s hown Citrus Heights, CA , 95610 r ,,,,�, M , y �„ PP Y 9 P P P rP P P Y 9 9 9 9 rI � is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 11 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component e A /Tel Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 'Y' Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832E 6857 H17 CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:40 2005 Page 2 NOTES 12) Refer to girder(s) for truss to truss connections. 13) Refer to girder(s) for truss to truss connections. 14) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MG-74 73 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Ct 109 Citrus Heights, CA, 95610� Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown avail is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSI1 Building Component M iTel Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832E 6857 H17A CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industnes, Inc. Mon Sep 19 14:53:40 2005 Page 1 20 -0 -7 I 5-8 -11 I I 11 -0-8 16 -6-4 19 -10 -15 24-0-4 28 -0 -1 31 -6-4 37 -0 -0 42 -3 -13 47 -7 -14 48 - -8 Q -Ocaf -11 5 -3 -13 5 -5 -12 34 -11 0 -1 -8 3 -11 -13 3 -11 -13 3-6 -3 5 -5 -12 5 -3 -13 54 -1 04 1 e = lit BEH180 10 BEH18D 5x8 -i 7 8.00 1 1.5x4 II 6x8 5 6,4/23 8 24 �, 9 11 . 3x4 -, A - 3x4 3x4 -i 3x4 4 12 13 27 1.5x4 // , 14 ' Alli 1 15 r m _ .4 I^ di 5x6 = 22 21 20 19 18 17 16 3x6 11 3x4 = 3x4 = 3x4 = 5x8 = 3x4 = 4x4 = 3x4 = 31 -8-0 8-4 -10 16 -6-4 I 24 -0-4 28-0 -1 31-6 -4 {I 39 -7 -14 I 47 -7 -14 48 -8 I I 8-4 -10 8 -1 -10 7-6 -0 3 -11 -13 3-6 -3 0 -1 -12 7 -11 -14 8 -0-0 0-4-10 Plate Offsets (X,Y): [1:0- 0- 14,Edge], [5:0- 4- 0,0 -2 -0], [6:0 -0- 11,0 -1 -2], [9:0 -3- 12,0- 1 -12], [11:19 -1- 5,26 -9 -2], [17:0- 1- 8,0 -2 -8], [19:0- 4- 0,0 -1 -12] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.69 Vert(LL) 0.12 1 -22 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase _ 1.15 BC 0.57 Vert(TL) -0.39 1 -22 >980 180 M1118 170/148 TCDL 15.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.07 17 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 286 lb BCDL 10.0 LUMBER \, BRACING TOP CHORD 2 X 4 DF SS G `Except` "\ TOP CHORD Structural wood sheathing directly applied or 3 -2 -11 oc purlins. 1 -4 2 X 4 DF No.1&Btr G, 12 -15 2 X 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. BOT CHORD 2 X 4 DF No.1&Btr G WEBS 1 Row at midpt 3 -21, 5 -19, 8 -19, 9 -19, 13 -17 WEBS 2 X 4 DF Std G `Except` 2 Rows at 1/3 pts 9 -17 5 -21 2X4DFNo ,1 &BtrG,9- 172X4OFNo.1 &BtrG WEDGE Right: 2 X 4 DF Std REACTIONS (lb /size) 1= 1488 /Mechanical, 17= 3072/0 -3 -8, 15= 490 /Mechanical, 7= 112 /Mechanical, 10= 112 /Mechanical Max Horz1= 311(load case 6) Max Uplift 1=- 390(load case 7), 17=- 634(load case 7), 15=- 182(load case 8), 7=- 58(load case 7), 10=- 58(load case 8) Max Grav1= 2018(load case 2), 17= 3274(load case 3), 15= 805(load case 3), 7= 159(load case 2), 10= 159(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 3151/542, 2 -3 =- 2778/561, 3 -4 =- 1852/312, 4 -5 =- 1542/332, 5 -6 =- 168/0, 6 -7 =- 37/62, 5 -23 =- 835/227, 8 -23 =- 835/227, 8 -24 =- 835/227, 9 -24 =- 835/227, 10 -11 =- 37/64, 9 -11 =- 168/0, 9- 12=- 102/628, 12- 13=- 123/504, 13- 14=- 648/222, 14 -15 =- 964/177 BOT CHORD 1 -22 =- 684/2477, 21 -22 =- 528/1929, 20 -21 =- 390/1426, 19- 20=- 390/1426, 18 -19 =- 413/305, 17- 18=- 413/305, 16- 17=- 259/179, 15 -16 =- 86/686 WEBS 2 -22 =- 546/184, 3 -22 =- 293/680, 3 -21 =- 827/324, 5 -21 =- 298/816, 5 -19 =- 1063/328, 8 -19 =- 839/243, 9 -19 =- 512/2244, 9 -17 =- 2469/559, 13 -17 =- 860/328, 13 -16 =- 280/631, 14 -16 =- 503/174 NOTES � D R ��� SS 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.Opsf; BCDL= 2.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and G -s- E• , ' Q, right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 Ct 15766PE � c-- 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) All plates are MT20 plates unless otherwise indicated. ( 9 /1// 1 0 " GON Cg 7) See BEH18 DETAILS for plate placement. � � 8) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. _,► +' 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��► 11) A plate rating reduction of 20% has been applied for the green lumber members. Continued on page 2 ( EXPIRATION DATE: 06 -30 -06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M71.7473 BEFORE USE. 7777 Gree Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite iu 109 M A Applicability of design paramenters and proper incorporation of component is responsibility o f building designer not truss designer. Bracing shown Citrus Heights, CA, 95610 �,,,,,,,,� PP Y 9 P P P P P P Y 9 9 9 9 �� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB -89 and BCSI1 Building Component M iTel Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832t 6857 H17A CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:40 2005 Page 2 NOTES 12) Refer to girder(s) for truss to truss connections. 13) Refer to girder(s) for truss to truss connections. 14) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • • WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane ■ Design valid for use only with ek connectors. This design is based only upon parameters shown, and is for on individual building component. Ct 109 Citruu s Heights, CA, 95610�N MiT Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown — p■ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the a1� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ww IT GG fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component i\ I ®I Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. !!f� �� Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R18321 6857 H18 CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:41 2005 Page 1 24 -0-4 5 -8 -11 11 -0-8 16-6 -4 21 -10 -15 22 26 -0 -1 31 -6-4 37 -0-0 I 42 -3 -13 47 -7 -14 48 f4 -8 f I 5 -8 -11 5 -3 -13 5 -5 -12 5-4 -11 0 -7 -8 1 -11 -13 5-6 -3 5 -5 -12 5 -3 -13 5, 1 0-4- ,scale = 1.. BEH18D 5x8 <„. :; -11 -13 BEH18D 8.00 FIT 1.5x4 I I 5x8 5 6 *.3 8 24 9 11 - 3x4 -- /` • ° 3x4 • 3x44 3x4 12 - 3 13 1.5x4 \\ C' 8 1.5x4 // c 2 14 x . 1 15 �P - i Ib 4x6 = 22 21 20 25 19 26 18 17 16 8x12 7x6 = 3x4 = 3x4 = 4x6 = 4x8 = 4x6 = 3x4 = 354 = • I 8-4 -10 I 16-6-4 I 24-0-4 12 6-0-1 ! 31-6-4 I 39 -7 -14 I 47 -7 -14 48 8-4 -10 8 -1 -10 7-6 -0 1 -11 -13 5-6 -3 8 -1 -10 8 -0-0 0-4 -10 Plate Offsets (X,Y): [1:0- 6- 2,0- 1- 0],[1:0- 0- 0,0 -0- 4],[5:0- 4- 0,0 -1- 12],[6:0 -0- 11,0 -1- 21 [9:0- 4- 0,0 -1- 12],[11:19 -1- 5,26 -9- 2],[15:0- 1- 2,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 1.00 Vert(LL) 0.24 19 -21 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.80 Vert(TL) -0.61 19 -21 >931 180 MI118 170/148 TCDL 15.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.38 10 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 296 lb BCDL 10.0 LUMBER )( BRACING TOP CHORD 2 X 4 DF SS G *Except* TOP CHORD Structural wood sheathing directly applied or 2 -2 -10 oc purlins. 1 -4 2 X 4 DF No.1 &Btr G, 12 -15 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 5 -6 -6 oc bracing. BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 1 Row at midpt 3 -21, 5 -19, 8 -19, 9 -19, 13 -17 WEBS 2 X 4 DF Std G 'Except' 5 -21 2 X 4 DF No.1&Btr G, 9-17 2 X 4 DF No.1&Btr G WEDGE Left: 2 X 6 SYP No.2, Right: 2 X 8 DF SS REACTIONS (lb /size) 1= 2603 /Mechanical, 15= 2607 /Mechanical, 7= 192 /Mechanical, 10= 192 /Mechanical Max Horz1= 342(load case 6) Max Upliftl=- 832(load case 7), 15=- 831(load case 8), 7=- 101(Ioad case 7), 10=- 101(load case 8) Max Grav1= 3094(load case 2), 15= 3084(load case 3), 7= 273(load case 2), 10= 273(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 5056/1322, 2 -3 =- 4683/1340, 3 -4 =- 3772/1145, 4 -5 =- 3462/1164, 5 -6 =- 257/0, 6 -7 =- 65/112, 5 -23 =- 3101/1174, 8 -23 =- 3101/1174, 8 -24 =- 3101/1174, 9 -24 =- 3101/1174, 10 -11 =- 65/114, 9 -11 =- 257/0, 9 -12 =- 3398/1149, 12 -13 =- 3709/1130, 13 -14 =- 4456/1281, 14-15=-4771/1258 BOT CHORD 1 -22 =- 1390/4050, 21- 22=- 1245/3515, 20 -21 =- 1129/3054, 20 -25 =- 1129/3054, 19 -25 =- 1129/3054, 19- 26=- 942/3001, 18 -26 =- 942/3001, 17- 18=- 942/3001, 16- 17=- 900/3396, 15 -16 =- 969/3738 WEBS 2 -22 =- 531/179, 3 -22 =- 273/664, 3 -21 =- 759/287, 5 -21 =- 386/762, 5 -19 =- 432/954, 8 -19 =- 768/261, 9 -19 =- 450/1017, 9 -17 =- 363/678, 13 -17 =- 650/257, 13 -16 =- 220/466, 14 -16 =- 314/122 NOTES ' PR � F � S 1 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and ��"� jO right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 1,4 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 t ' 15766PE fi 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) All plates are MT20 plates unless otherwise indicated. y O" GON of 7) See BEH18 DETAILS for plate placement. `' Al,�r '\O' 8) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. ,�, ;l. ' 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 1, = r 1 0) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) A plate rating reduction of 20% has been applied for the green lumber members. Continued on page 2 EXPIRATION DATE: 06 -30 -06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability incorporation component responsibility Citrus Heights, CA, 95610��' � i Y of design 9 paramenters and proper er P P oration of P onent is P onsibili tY of building designer- 9 not truss designer. 9 Bracing shown PP licabilit rr.Y.. r. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the S�1 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPIl Quality Criteria, DSB -89 and BCSI1 Building Component A iTel Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. �Yt Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832f 6857 H18 CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:41 2005 Page 2 NOTES 12) Refer to girder(s) for truss to truss connections. 13) Refer to girder(s) for truss to truss connections. 14) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • • WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 117H-74 73 BEFORE USE. 7777 Greenback Lane ■ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 M A � licabili of design aramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 �„�� Applicability 9 P P P P P g tY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the � 111111111 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSII Building Component F,1 Tel Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. , V 1 6 Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832e 6857 H18A CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:42 2005 Page 1 24 -0-4 I I 5-8 -11 11 -0-8 16-6-4 I 1P 1 26-0-1 1 21 -10 -15 22- 31 -6-0 I 37 -0-0 42 -3 -13 47 -7 -14 48 5-8 -11 5 -3 -13 5-5-12 5-4 -11 0 -7 -8 1 -11 -13 5-6 -3 5 -5 -12 5 -3 -13 5-4 -1 0-4- � -1U cale = 11 BEH18D 5x8 �i II -11 -13 BEH18D 8.00 NT 1.5x4 11 6x8 3x4G 5 6 4.4 23 8 24 9 11 / c 3x4 ' 1 1 3x4 i 3x4 - - — - q 12 3 13 v 1.5x4 \\ / . r: p ) , • 15 1 o n I m d 5x6 = 22 21 20 25 19 18 17 16 3x6 II 3x4 = 3x4 = 3x4 = 5x8 = 3x4 = 4x5 = 3x4 = 1 8-4 -10 1 16-6-4 1 24 -0-4 1 26 -0 -1 31 -6-4 31-0-0 39 -7 -14 47 -7 -14 48 -8 8-4 -10 8 -1 -10 7-6-0 1 -11 -13 5 -6 -3 0 -1 -12 7 -11 -14 8 -0-0 0-4 -10 Plate Offsets (X,Y): [1:0- 0- 14,Edge], [5:0- 4- 0,0 -2 -0], [6:0 -0- 11,0 -1 -2], [9:0- 3- 8,0- 1 -12], [11:19 -1- 5,26 -9 -2], [17:0- 2- 8,0 -2 -4], [19:0- 4- 0,0 -1 -12] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.76 Vert(LL) 0.18 19 -21 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.58 Vert(TL) -0.39 1 -22 >973 180 M1118 170/148 TCDL 15.0 Rep Stress lncr YES WB 1.00 Horz(TL) 0.08 17 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 292 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF SS G *Except* v TOP CHORD Structural wood sheathing directly applied or 3 -2 -5 oc purlins. 1 -4 2 X 4 DF No.1&Btr G, 12 -15 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 1 Row at midpt 3 -21, 5 -19, 8 -19, 9 -19, 13 -17 WEBS 2 X 4 DF Std G *Except* 2 Rows at 1/3 pts 9 -17 5 -21 2X4DFNo .1 &BtrG,9- 172X4DFNo.1 &BtrG WEDGE Right: 2 X 4 DF Std REACTIONS (lb /size) 1= 1526 /Mechanical, 17= 3193/0 -3 -11 (input: 0 -3 -8), 15= 490 /Mechanical, 7= 192 /Mechanical, 10= 192 /Mechanical Max Horz1=- 342(load case 5) Max Uplift1=- 468(load case 7), 17=-817(load case 7), 15=-168(load case 8), 7 =- 101(Ioad case 7), 10 =- 101(load case 8) Max Grav1= 2048(Ioad case 2), 17 =3459(Ioad case 3), 15=791(load case 3), 7 =273(load case 2), 10 =273(Ioad case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 3205/677, 2 -3 =- 2831/695, 3 -4 =- 1902/472, 4 -5 =- 1591/493, 5 -6 =- 257/0, 6 -7 =- 65/112, 5 -23 =- 818/369, 8 -23 =- 818/369, 8- 24=- 818/369, 9- 24=- 818/369, 10- 11=- 65/114, 9 -11 =- 257/0, 9 -12 =- 120/640, 12- 13=- 141/517, 13 -14 =- 623/181, 14 -15 =- 940/155 BOT CHORD 1 -22 =- 839/2522, 21 -22 =- 689/1970, 20- 21=- 562/1473, 20 -25 =- 562/1473, 19 -25 =- 562/1473, 18- 19=- 444/323, 17 -18 =- 444/323 ,16 -17 =- 223/155,15 -16 =- 67/667 WEBS 2 -22 =- 550/186, 3 -22 =- 276/683, 3 -21 =- 817/305, 5 -21 =- 418/808, 5 -19 =- 1178/393, 8 -19 =- 763/260, 9 -19 =- 765/2268, 9- 17=- 2614/776, 13 -17 =- 853/327, 13 -16 =- 287/635, 14- 16=- 509/176 NOTES c...,'• PR fi ss 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and \ r� r {- � right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 c t 15766PE Q 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) All plates are MT20 plates unless otherwise indicated. -y O" G(JN 7) See BEH18 DETAILS for plate placement. �(j #0010r6 .,,,e) 8) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. - ?0 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. t � 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) A plate rating reduction of 20% has been applied for the green lumber members. Continued on page 2 (EXPIRATION DATE: 06 -30 -06 September 20,20 I WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE b1II-7473 BEFORE USE. 7777 Greenback Lan Design valid for use only with MiTek connectors. This design is based upon parameters shown, and is for an individual building component. Suite 109 '' g y g only p p g com p Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �A is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSII Building Component A t j e l Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 'Y' Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832( 6857 H18A CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:42 2005 Page 2 NOTES 12) WARNING: Required bearing size at joint(s) 17 greater than input bearing size. 13) Refer to girder(s) for truss to truss connections. 14) Refer to girder(s) for truss to truss connections. 15) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE IKII -7473 BEFORE USE. 7777 Greenback Lane Suite 109 MO- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSI1 Building Component I A iTel Safety Information available from Truss Plate Institute, 583 D'Ohofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832€ 6857 H32 CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:42 2005 Page 1 1 -0-0 7 -7 -10 1 10 -0 -7 1 13 - 0-0 1 15-11 - 9 1 18 -4 26 -0 -0 1 27 -0 -0 1 -0-0 7 -7 -10 2-4-13 2 -11 -9 2 -11 -9 2-4 -13 7 -7 -10 1 - Scale = 1:! 1.5x4 II 1.5x4 II 6 9 5x6 -.2 4 , 10 ..j 4 I I 1.5x4 I I 1. - • 5x6 3 ,\ 7 1 8.00 12 B ® ,. sr Sr a) 2 12 1�' g aO ii>1 g 1i�3)g 5x6 = 17 18 16 15 14 5x6 = 1.5x4 I I 3x7 = 3x4 = 1.5x4 I I 1 7 - - 13 -0-0 18-4 -6 I 26 -0-0 I 7 -7 -10 5-4 -6 5-4 -6 7 -7 -10 Plate Offsets (X,Y): [2:0- 0- 13,Edge], [3:0- 3- 0,0 -2 -0], [11:0- 3- 0,0 -2 -0], [12:0- 0- 13,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.12 12 -14 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.61 Vert(TL) -0.34 12 -14 >911 180 TCDL 15.0 Rep Stress Ina YES WB 0.29 Horz(TL) 0.08 12 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 128 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G * 'OP CHORD Structural wood sheathing directly applied or 2 -11 -12 oc purlins. BOT CHORD 2 X 4 DF No.18,Btr G BOT CHORD Rigid ceiling directly applied or 9 -0 -13 oc bracing. WEBS 2 X 4 DF Std G OTHERS 2 X 4 DF Std G REACTIONS (lb /size) 2= 1411/0 -5 -8, 12= 1411/0 -5 -8 Max Horz2=- 159(load case 5) Max Uplift2=- 425(load case 7), 12=- 425(load case 8) Max Grav2= 1741(load case 2), 12= 1741(Ioad case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2 -3 =- 2348/509, 3-4 =- 152/1, 4 -6= -30/0, 3 -5 =- 1878/528, 5 -7 =- 1878/528, 7 -8 =- 1878/528, 8 -11 =- 1878/528, 9- 10= -30/0, 10-11=-152/1, 11-12=-2348/510, 12 -13 =0/72 BOT CHORD 2 -17 =- 502/1770, 17 -18 =- 498/1764, 16- 18=- 498/1764, 15 -16 =- 349/1764, 14 -15 =- 349/1764, 12 -14 =- 352/1770 WEBS 3 -17 =- 126/307, 3 -16 =- 245/659, 7 -16 =- 513/131, 11 -16 =- 245/659, 11 -14 =- 127/307, 4 -5= -27/8, 8 -10= -27/8 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. �� PR 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs OF non- concurrent with other live loads. 4 GtN L s l 5) Provide adequate drainage to prevent water ponding. r \ C F4 C� 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the L 4 responsibility of the fabricator to increase plate sizes to account for these factors. 15 766P E Yt 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 1 1 ) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. O" G O a Q li LOAD CASE(S) Standard .4. EXPIRATION DATE: 06-30-06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER" REFERENCE PAGE M71.7473 BEFORE USE. 7777 Gree Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. C u 109 S uite Heights, CA, 95610 Applicability or design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown � 11 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component , 1 � eTeil Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832E 6857 H33 CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Nbn Sep 19 14:53:43 2005 Page 1 13 -11 -9 [ 1 -0-0 7 -7 -10 I 12 - - i 3 - 1 18-4 -6 I 26-0-0 27 -0-0 1 -0-0 7 -7 -10 4-4 -13 1 5x'11 -9 1.5x4 II 4-4 -13 7 -7 -10 1 -0 -0 Scale = 1:! 6 0 -11 -g 4 10 4x7 \\ 1.514 II 1.5x4 I 1.5x4 II 4x // 8.00 12 g 5 7 3 11 12 2 13 n sr 1 © 9� I 5x6 = 17 18 16 19 15 14 5x6 = 1.5x4 I I 3x7 = 3x4 = 1.5x4 I I 7 -7 -10 13 -0-0 1 18-4& 1 26 -0-0 I I 7 -7 -10 5 -4-6 5 -4-6 7 -7 -10 Plate Offsets (X,Y): [2:0- 0- 13,Edge], [3:0- 3- 8,Edge], [11:0- 3- 8,Edge], [12:0- 0- 13,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.81 Vert(LL) 0.11 2 -17 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.60 Vert(TL) -0.33 12 -14 >922 180 TCDL 15.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.07 12 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 138 lb BCDL 10.0 LUMBER X BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -1 -13 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 9 -6 -0 oc bracing. WEBS 2 X 4 DF Std G OTHERS 2 X 4 DF Std G REACTIONS (lb /size) 2= 1411/0 -5 -8, 12= 1411/0 -5 -8 Max Horz2=- 190(load case 5) Max Uplift2=- 435(load case 7), 12=- 435(Ioad case 8) Max Grav2= 1670(load case 2), 12= 1670(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2 -3 =- 2222/529, 3-4 =- 181/54, 4 -6= -30/0, 3 -5 =- 1703/608, 5 -7 =- 1703/608, 7 -8 =- 1703/608, 8 -11 =- 1703/608, 9- 10= -30/0, 10- 11=- 181/54, 11- 12=- 2222/529, 12 -13 =0/72 BOT CHORD 2- 17=- 454/1665, 17- 18=- 450/1659, 16- 18=- 450/1659, 16 -19 =- 358/1659, 15 -19 =- 358/1659, 14 -15 =- 358/1659, 12-14=-361/1665 WEBS 3 -17 =- 126/307, 3 -16 =- 210/626, 7 -16 =- 422/66, 11- 16=- 211/626, 11- 14=- 127/307, 4 -5 =- 192/55, 8 -10 =- 192/55 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 fLQ. PRQ F 3) Unbalanced snow loads have been considered for this design. p 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �\�� �� G I N E"E-- u' /, non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. C c -y 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the 15 766P E { responsibility of the fabricator to increase plate sizes to account for these factors. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) A plate rating reduction of 20% has been applied for the green lumber members. ‚ 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. GON 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 1/ 04A 4 9" '� p LOAD CASE(S) Standard 4111111*': �� EXPIRATION DATE: 06 -30 -06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 140 - 7473 BEFORE USE. 7777 Greenback Lane Suite 109 II Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown w®rm®rt is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the i erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component M iTel cnfoly Inrnrmntinn nvnilnhle from Toss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. AN 1 Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832E 6857 J1 JACK 5 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:43 2005 Page 1 -1-0-0 I 2-0-0 I 6-0-7 I 1 -0-0 2 -0-0 4 -0-7 3 II r Scale = 1:: 8.00 NT 2 1 r 4 2x4 = I 2 -0-0 2 -0-0 LOADING (psf) SPACING 2 - - CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2 -4 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 14 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 3= 230 /Mechanical, 2= 348/0 -5 -8, 4 =19 /Mechanical Max Horz2= 151(load case 5) Max Uplift3=- 105(load case 5), 2=- 79(load case 5), 4=- 15(Ioad case 3) Max Grav3= 230(load case 1), 2=348(load case 1), 4= 39(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/69, 2- 3=- 111/103 BOT CHORD 2 -4 =0/0 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. �< f3 PR Op 8) Refer to girder(s) for truss to truss connections. � On 9) Refer to girder(s) for truss to truss connections. \� ei t \I / 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , v LOAD CASE(S) Standard 15766PE p r' III 0-• GON so f i EXPIRATION DATE: 06 -30 -06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, 95610 A PP Y 9 P P P P P P Y 9 9 9 9 11111111111 X 1111 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSI1 Building Component M iTel c..fnf., I..fn.mnenn nvnilnfnIn. from in icon Pinion Incfifi ita CAI rT(srwfrin nriva Mnriicnn WI 57719 Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832E 6857 Jt0 MONO TRUSS 3 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MITek Industries, Inc. Mon Sep 19 14:53:43 2005 Page 1 r 1-0-0 1 3 -11 -15 I 8 -0 -0 I 14 -0 -7 I 1 -0-0 3 -11 -15 4 -0-1 6 -0-7 5 m rA f2 Scale = 1: d ' 8.00 - 17 - II 4 i w 1.5x4 P m 3 t. r 2 Allillihh.. ca Fl 2x4 = 6 3x4 = I 8 -0-0 I 8 -0-0 Plate Offsets (X,Y): [6:0- 1- 8,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.15 2 -6 >610 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.45 Vert(TL) -0.44 2 -6 >203 180 TCDL 15.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 48 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, excep BOT CHORD 2 X 4 DF No.1&Btr G end verticals. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2= 443/0 -5 -8, 5= 204 /Mechanical, 6 =701 /Mechanical Max Horz2= 316(load case 5) Max Uplift2=- 43(load case 3), 5=- 93(load case 5), 6=- 341(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2 -3 =- 295/0, 3 -4 =- 226/119, 4 -5 =- 164/85, 4 -6 =- 511/233 BOT CHORD 2- 6=- 88/169 WEBS 3 -6 =- 204/106 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.Opsf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. �� P R� 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. F 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t 5 3 7) A plate rating reduction of 20% has been applied for the green lumber members. �tyG1N � JL 8) Refer to girder(s) for truss to truss connections. W 9) Refer to girder(s) for truss to truss connections. CC 15766PE fi 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard O y O•` GON p sjr EXPIRATION DATE: 06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MD.7473 BEFORE USE. 7777 Greenback Lan Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610��! Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �rr 1r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component 11II iTel Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832( 6857 J11 MONO TRUSS 3 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:44 2005 Page 1 i 1 -0-Ll 3 -11 -15 8 -0-0 16 -0 -7 1 -0-0 3 -11 -15 4 -0-1 8 -0-7 6 14_ Scale = LI 8.00 pri 1.5x4 II 3x8 m 4 . 1 1.5x4 3 2 0 1 2x4 = 7 4x4 = 8 -0-0 8 -0-0 Plate Offsets (X,Y): [7:0- 1- 8,0 -2 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.15 2 -7 >610 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.45 Vert(TL) -0.44 2 -7 >203 180 TCDL 15.0 Rep Stress lncr YES WB 0.05 Horz(TL) -0.01 6 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 51 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -3-4 oc purlins, excep' BOT CHORD 2 X 4 DF No.1 &Btr G end verticals. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2= 414/0 -5 -8, 6= 268 /Mechanical, 7= 826 /Mechanical Max Horz2= 357(load case 5) Max Uplift2=- 49(load case 3), 6=- 123(load case 5), 7=- 399(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2 -3 =- 285/12, 3-4 =- 292/137, 4 -5 =- 278/159, 5 -6 =- 217/112, 5 -7 =- 678/310 BOT CHORD 2- 7=- 61/107 WEBS 3- 7=- 130/74 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times fiat roof load of 25.0 psf on overhangs non - concurrent with other live loads. _ 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. � � � 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. p e 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' ' s' 7) A plate rating reduction of 20% has been applied for the green lumber members. \ , NCa] N � � -v- 8) Refer to girder(s) for truss to truss connections. Lt,, 9) Refer to girder(s) for truss to truss connections. 15766PE (,. 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 0" GON 4 ( EXPIRATION DATE: 06 - 30 - 06 September 20,20 e WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M 1 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citru s He He Citru ights, CA, 95610 y ,r r , �� Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown manse t s� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the VAN erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1111 Quality Criteria, DSB -89 and BCSI1 Building Component M ITel cnfnw Infnrrnnrnn nvnilnhla from Tn rcc Pinta Inctiti ito .SR.'i n'fnnfnn drive Mnriimn WI .53719_ Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832f 6857 J11A MONO TRUSS 2 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Sep 19 14:53:44 2005 Page 1 3 -11 -15 8 -0-0 16 -0 -7 l 1 -0-0 3 -11 -15 4 -0-1 8 -0-7 6 Scale = 1'I 8.00 FIT 1.5x4 II 3x8 i 5 m 4.., 3x4 i 3 2 2x4 8 7 1.5x4 // 3x4 = 1 2 -0-0 I 8 -0-0 i 2 -0-0 6 -0-0 Plate Offsets (X,Y): [7:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.85 Vert(LL) 0.03 7 -8 >999 240 MT20 220/195 TCDLSnow =2 500) Lumber Increase 1.15 BC 0.20 Vert(TL) -0.08 7 -8 >895 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.01 6 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 56 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -9 -13 oc purlins, excel BOT CHORD 2 X 4 DF No.1 &Btr G end verticals. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS (lb /size) 6= 268 /Mechanical, 7= 689 /Mechanical, 8= 555/0 -5 -8 Max Horz8= 357(load case 5) Max Uplift6=- 123(load case 5), 7=- 406(load case 5), 8=- 66(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/68, 2 -3 =- 146/469, 3-4 =- 293/134, 4 -5 =- 277/156, 5 -6 =- 217/112, 5 -7 =- 672/308 BOT CHORD 2 -8 =- 333/183, 7- 8=- 102/12 WEBS 3 -7 =- 14/123, 3 -8= -521/0 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.Opsf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load.of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. D P Op 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 15766PE 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard O 9 O" GON gi EXPIRATION DATE: 06 -30 -06 • September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, 95610 Mr „ PP Y 9 P P P p P P ry 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component l {i'TeI Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 'Y, Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R18321 6857 J12 MONO TRUSS 3 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MITek Industries, Inc. Mon Sep 19 14:53:44 2005 Page 1 1 1 -0-9 3 -11 -15 1 8 -0-0 1 12 -0 -12 1 18 -0 -7 1 -0-0 3 -11 -15 4 -0-1 4 -0-12 5 -11 -11 M ti h Scale = 1:1 0 8.00 12 • 6 1.5x4 II 3x4 * 4 5 1.5x4 -D 3 A" 1 2 o 2X4 = 8 3x4 = 8 -0-0 I 8 -0-0 Plate Offsets (X,Y): [8:0- 1- 8,0 -1 -8I LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.15 2 -8 >610 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.46 Vert(TL) -0.44 2 -8 >203 180 TCDL 15.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.01 7 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 55 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, excep BOT CHORD 2 X 4 DF No.1 &Btr G end verticals. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2= 472/0 -5 -8, 7= 194 /Mechanical, 8 =501 /Mechanical, 6= 502/0 -1 -8 Max Horz2= 483(load case 5) Max Uplift2=- 70(load case 3), 7=- 89(load case 5), 8=- 280(load case 5), 6=- 230(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2 -3 =- 360/44, 3-4 =- 358/63, 4 -5 =- 343/81, 5 -6 =- 222/121, 6 -7 =- 158/81, 5 -8 =- 270/150 BOT CHORD 2- 8=- 163/229 WEBS 3 -8 =- 277/146 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.Opsf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. e i ) PR OFR. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,'' ' GIN �.� s 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. L t,, - 9) Refer to girder(s) for truss to truss connections. 15766PE ( 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 12) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ' 0 ' GON � �ti _ ...0 , r EXPIRATION DATE: 06 -30 -06 September 20,20 WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER" REFERENCE PAGE 11111 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. CuCitrre 109 us Heights, CA, 956101111411111 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown re�rel .e is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction is the responsibillity of the a�� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ■■ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component AA iTel cnfMfv tnfnrmntlnn nvnilnhla from Tn ica Pinta Indite rte. 583 D'Onofrio Drive. Madison. WI 53719. if/ Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1632E 6857 J12A MONO TRUSS 2 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industnes, Inc. Mon Sep 19 14:53:45 2005 Page 1 1 1 -0 - 9 3 - 11 - 15 I 8 - 0 - 0 I 12 - 0 - 12 I 18 - 0 - 7 1 - 3 -11 -15 4 -0-1 4 -0-12 5 -11 -11 M i ' ( I Scale = 1:t 8.00 12 6 1.5x4 II 3x4 . . m 4 5 3x4 i 3 i 1411 2 /-._ 2x4 = 9 8 1.5x4 // 3x4 = 1 2 -0-0 1 8 - I 2 -0-0 6 -0-0 Plate Offsets (X,Y): [8:0- 1- 8,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) 0.03 8 -9 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.20 Vert(TL) -0.08 8 -9 >893 180 TCDL 15.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.01 7 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 59 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, excep' BOT CHORD 2 X 4 DF No.1&Btr G end verticals. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS (lb /size) 7= 194 /Mechanical, 8= 343 /Mechanical, 9= 633/0 -5 -8, 6= 503/0 -1 -8 Max Horz9= 483(Ioad case 5) Max Uplift7=- 89(load case 5), 8=- 297(Ioad case 5), 9=- 93(load case 3), 6=- 230(Ioad case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/68, 2 -3 =- 132/453, 3-4 =- 357/63, 4 -5 =- 342/79, 5 -6 =- 222/121, 6 -7 =- 158/81, 5 -8 =- 262/149 BOT CHORD 2 -9 =- 293/166, 8 -9 =- 218/80 WEBS 3 -8 =- 66/212, 3- 9= -616/0 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. � F s 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. °F A - This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C - Ca]N o 7) A plate rating reduction of 20% has been applied for the green lumber members. � fi © 8) Refer to girder(s) for truss to truss connections. Lt, 9) Refer to girder(s) for truss to truss connections. '-c"-- 1J�]66PE Y 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 12) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard GON ‚ o- � _ ....4444 , 1 EXPIRATION DATE: 06-30-06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite iu 109 Design valid for use only with MiTek M, of design paramenters and proper incorporation of component is responsibility of building designer not truss designer Bracing shown Citrus Heights, CA, 95610 r ,,,°� y � Applicability 9 P P P P P P Y 9 9 9 9 �' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component ii !® 'Tel Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss ype •ty - y JE Krause Arch. -04116 Haines Crossing 2 R1832E 6857 J13 MONO TRUSS 3 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:45 2005 Page 1 - -0-4 3 -11 -15 I 8 -0-0 14 -0 -12 I 20-0 -7 1 -0 -0 3 -11 -15 4 -0-1 6 -0-12 5 -11 -11 M I. _ Scale =1: 0 8.00 12 6 1.5x4 II 3x4 ' m in 4 5 1.5x4 - o 3 N- 2 _ �: o ' , 2x4 = 8 3x4 = I 8 -0-0 8 -0-0 Plate Offsets (X,Y): [8:0- 1- 8,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in Om) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.15 2 -8 >610 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.45 Vert(TL) -0.44 2 -8 >203 180 TCDL 15.0 Rep Stress Incr YES WB 0.09 Horz(TL) -0.01 7 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 58 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, excep BOT CHORD 2 X 4 DF No.1 &Btr G end verticals. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2= 457/0 -5 -8, 7= 184 /Mechanical, 8= 619 /Mechanical, 6= 568/0 -1 -8 Max Horz2= 524(Ioad case 5) Max Uplift2=- 74(load case 3), 7=- 84(load case 5), 8=- 336(load case 5), 6=- 260(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2 -3 =- 387/53, 3-4 =- 417/84, 4 -5 =- 401/101, 5 -6 =- 245/152, 6 -7 =- 163/75, 5 -8 =- 409/214 BOT CHORD 2- 8=- 151/198 WEBS 3 -8 =- 239/131 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. �� D fis 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. PROF 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 7) A plate rating reduction of 20% has been applied for the green lumber members. o� I f �� 8) Refer to girder(s) for truss to truss connections. LL 9 9) Refer to girder(s) for truss to truss connections. CC 15766PE r 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 12) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUfPI 1. LOAD CASE(S) Standard N; 16..A.„ 0" GQN �` 44 ,'\ 40 9 C, t EXPIRATION DATE: 06 -30 -06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. 7777 Greenback Lane Suite 109 v' Heights, M component. valid for use only with M7 individual an indi ek connectors. This design is based only upon parameters shown, and is for building P orient. Citrus eights, CA, 95610 �,�,� �„ Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown rsr r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1'��1 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSI1 Building Component ■■ iTel O, -N-r.. ,..r,,,..,,.u,.., ,,,,,,;i,.r,?= frnrn r., pc, pima In,ti+, if. FA 'n o nnnfrin nru,P n r, nnrliwn WI 51719 err ob russ russ ype JE Krause Arch. -04116 Haines Crossing 2 R16321: 6857 J13A MONO TRUSS Job Reference o.tional TECNA INDUSTRIES, McMINNVILLE, OR 97128 6200 s Jul 13 2005 MITek Industries, Inc. Mon Sep 19 14:53:46 2005 Page 1 - -0-0 3 -11 -15 I 8 -0-0 I 14 -0 -12 I 19 -11 -9 1 -0-0 3 -11 -15 4 -0-1 6 -0-12 5 -10 -13 n I' Scale = 1: 0 . 1 3 3x4 • 3 X 2 1 / -_ 2x4 = 9 8 1.5x4 // 354 = 1 2 -0-0 1 8 -0-0 I 2 -0-0 6 -0-0 Plate Offsets (X,Y): [8:0- 1- 8,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) 0.03 8 -9 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.20 Vert(TL) - 0.08 8 - >893 180 TCDL 15.0 Rep Stress lncr YES WB 0.12 Horz(TL) -0.01 7 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 62 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, excep BOT CHORD 2 X 4 DF No.1 &Btr G end verticals. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS (Ib /size) 7= 181 /Mechanical, 8= 468 /Mechanical, 9= 613/0 -5 -8, 6= 565/0 -1 -8 Max Horz9= 523(load case 5) Max Uplift7=- 83(load case 5), 8=- 365(load case 5), 9=-99(load case 3), 6=- 259(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/68, 2 -3 =- 137/462, 3 -4 =- 414/84, 4 -5 =- 399/98, 5 -6 =- 243/152, 6 -7 =- 162/74, 5 -8 =- 404/214 BOT CHORD 2- 9=- 303/171, 8 -9 =- 221/77 WEBS 3 -8 =- 47/216, 3- 9= -591/7 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. � P R QFp 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �' G1 N� S' 7) A plate rating reduction of 20% has been applied for the green lumber members. �\ .: , E g t� � 8) Refer to girder(s) for truss to truss connections. t 1 9) Refer to girder(s) for truss to truss connections. CC 15766PE C' 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 12) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard GON 4 ' (j r D,� v ..i EXPIRATION DATE: 06 -30 -06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Suite 109 Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 4 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the WWI erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Q fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSI1 Building Component M iTel Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832€ 6857 J14 MONO TRUSS 2 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:46 2005 Page 1 1-0-p 3 -11 -15 I 8 -0-0 1 10 -0 -12 16 -0 -12 I 22 -0 -7 1 -0 -0 3 -11 -15 4 -0-1 2 -0 -12 6 -0-0 5 -11 -11 m IN Scale =-1:: 0 8.00 1 • 7 • 1.5x4 II 4 3x4 �i c O 6 v 4 1.5x4 ' r ' 3 • 112 2x4 = 9 3x4 = I 8 -0-0 I 8 -0-0 Plate Offsets (X,Y): [9:0- 1- 8,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase - 1.15 TC 0.53 Vert(LL) -0.15 2 -9 >610 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.46 Vert(TL) -0.44 2 -9 >203 180 TCDL 15.0 Rep Stress !nor YES WB 0.11 Horz(TL) -0.01 8 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 61 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, excep BOT CHORD 2 X 4 DF No.1 &Btr G end verticals. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb/size) 2= 475/0 -5 -8, 8= 185 /Mechanical, 9= 419 /Mechanical, 7= 560/0 -1 -8, 6= 348/0 -1 -8 Max Horz2= 565(load case 5) Max Uplift2=- 74(load case 3), 8=- 85(load case 5), 9=- 244(load case 5), 7=- 256(Ioad case 5), 6=- 161(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2 -3 =- 417/51, 3-4 =- 455/71, 4 -5 =- 440/87, 5 -6 =- 342/75, 6 -7 =- 242/149, 7 -8 =- 162/76, 5 -9 =- 185/110 BOT CHORD 2 -9 =- 169/235 WEBS 3 -9 =- 284/154 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the _ responsibility of the fabricator to increase plate sizes to account for these factors. O � � 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. OF R. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �' G c sj 7) A plate rating reduction of 20% has been applied for the green lumber members. ,.\ s f C , 9 © � 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. Q 15766PE (-- 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7, 6. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7, 6. 12) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 0" GON (3 ( EXPIRATION DATE: 06 -30 -06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Cure 109 Citrus Heights, CA, 95610" Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown re � � . is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the RUAI erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TP11 Quality Criteria, DSB -89 and BCSI1 Building Component M IT ° I Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. C Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832€ 6857 J15 MONO TRUSS 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 S Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:46 2005 Page 1 -1-0-0 3 -11 -15 8 -0-0 12 -0-12 18 -0 -12 23 -11 -11 1 -0-0 3 -11 -15 4 -0-1 4 -0-12 6 -0-0 5 -10 -15 m h - Scale =1:1 0 8.00 12 7 1.5x4 II 6 9 3x4 1.5x4 Q 4 5 3 1 2 o 2x4 = 9 3x4 I 8 -0 - 0 8 - 0 - 0 Plate Offsets (X,Y): [9:0- 1- 8,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CS( DEFL in (lac) I /deft Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.15 2 -9 >610 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.45 Vert(TL) -0.44 2 -9 >203 180 TCDL 15.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.01 8 n/a n/a BCLL 0.0 Code IBC2003fTP12002 (Matrix) Weight: 64 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, excep BOT CHORD 2 X 4 DF No.1 &Btr G end verticals. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2= 468/0 -5 -8, 8= 184 /Mechanical, 9 =532 /Mechanical, 7= 551/0 -1 -8, 6= 407/0 -1 -8 Max Horz2= 605(load case 5) Max Uplift2=- 78(load case 3), 8=- 84(load case 5), 9=- 298(load case 5), 7=- 252(load case 5), 6=- 187(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2 -3 =- 470/57, 3-4 =- 507/77, 4 -5 =- 491/92, 5 -6 =- 362/105, 6 -7 =- 239/146, 7 -8 =- 160/76, 5 -9 =- 306/166 BOT CHORD 2- 9=- 165/222 WEBS 3 -9 =- 268/148 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. � D P 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. fi 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� GINS s o / 7) A plate rating reduction of 20% has been applied for the green lumber members. \ 4� F<? 4 8) Refer to girder(s) for truss to truss connections. tV 9) Refer to girder(s) for truss to truss connections. 0 15766PE f° 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7, 6. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7, 6. 12) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 9 0` r GON �g id 00; c. EXPIRATION DATE: 06-30-06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Cure 109 us Heights, CA, 95610 � Citrus Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown rrr .g is for lateral support of indivvidual idual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Enid erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/711 Quality Criteria, DSB -89 and BCSII Building Component A T Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. 'tl' Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832€ 6857 J2 JACK 5 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industncs, Inc. Man Sep 19 14:53:47 2005 Page 1 I -1-0-0 I 2-0-0 I 4-0-7 l 1 -0-0 2 -0 -0 2 - 3 kil d Scale = l r • 8.00 12 fi m r. N 2 i 1 OM ,/ 4 2x4 = I 2 -0-0 2 -0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2 -4 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 11 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 3= 146 /Mechanical, 2= 271/0 -5 -8, 4 =19 /Mechanical Max Horz2= 110(load case 5) Max Uplift3=- 67(load case 5), 2=- 73(load case 5), 4=- 15(load case 3) Max Grav3= 146(Ioad case 1), 2= 271(load case 1), 4= 39(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/69, 2- 3= -95/65 BOT CHORD 2 -4 =0 /0 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. ,0 PROF 8) Refer to girder(s) for truss to truss connections. � t.S 9) Refer to girder(s) for truss to truss connections. \ ‹ \GIN� / O � 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. v LOAD CASE(S) Standard � � r 15766PE � ■ 1 ‘ .. O GON ��ti EXPIRATION DATE: 06 - 30 - 06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite iu 109 ME A Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 ,,,,,,,°,,, PP tY 9 P P P P P P Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB - 89 and BCSI1 Building Component p A'jQI Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 'Y' G Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832€ 6857 J3 JACK 5 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:47 2005 Page 1 I - - I 2 3 2 1 - 2 -0 -0 0 or Scale = 1:' k'1 • 8.00 riZ 2 i ��i ��i 1 -wM ,/ 4 2x4 = 2 -0-0 2-p 2 -0-0 0 -0-7 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) l /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.13 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2 -4 >999 180 TCDL 15.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 8 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2= 204/0 -5 -8, 4 =19 /Mechanical, 3 =57 /Mechanical Max Horz2= 70(load case 5) Max Uplift2=- 71(load case 5), 4=- 15(load case 3), 3=- 24(load case 5) Max Grav2= 221(load case 7), 4= 39(load case 2), 3= 57(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/69, 2- 3= -58/24 BOT CHORD 2 -4 =0/0 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. CO < � F ,, PR OFE 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. I zo ��0,1 t4 � /0 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,� LOAD CASE(S) Standard 15766PE � (- O e", 1 1/, 0 " GON G \► a'' y EXPIRATION DATE: 06 -30 -06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane mess Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, �� ights, CA, 95610 U, W Cit Applicability of design par rs and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �.amr I.q is for lateral support of individual vidual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ��I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding as fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component M iT ®I Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. fir Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832E 6857 J4 MONO TRUSS 5 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14.53:47 2005 Page 1 I -1 -0-0 I 1 -10 -15 20- 3 - -15 8 -0-0 1 -0 -0 1 -10 -15 0 -1 -8 1 -11-8 4 -0-1 Scale =1:' 3 '` 8.00 FIT 2 0 1 5 4 2x4 = 8 -0-0 I 8 -0-0 LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.16 2 -4 >562 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.47 Vert(TL) -0.49 2 -4 >187 180 TCDL 15.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 16 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2= 280/0 -5 -8, 4 =77 /Mechanical, 3 =35 /Mechanical Max Horz2=69(load case 5) Max Uplift2=- 77(load case 5), 3=- 30(load case 7) Max Grav2= 319(load case 7), 4= 154(load case 2), 3= 35(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension • TOP CHORD 1 -2 =0/72, 2- 3= -64/13 BOT CHORD 2- 5 =0/0, 4 -5 =0/0 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.Opsf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 7) A plate rating reduction of 20% has been applied for the green lumber members. P OFe 8) Refer to girder(s) for truss to truss connections. ,`.• S 9) Refer to girder(s) for truss to truss connections. �� Gi N � / 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , � 1 LOAD CASE(S) Standard `r 15766PE �(- q O G O N D 4 EXPIRATION DATE: 06-30-06 September 20,20 7777 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. Suite Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown .r r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �V� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DS8 -89 and BCSI1 Building Component 'Y' A'Tpl Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 6 Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832E 6857 J5 MONO TRUSS 5 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Min Sep 19 14:53:48 2005 Page 1 -1 -0-0 I 3 -11 -15 4. ( -7 8 -0-0 1 -0-0 3 -11 -15 30 I _ 3 -11 -9 WA Scale = 1:' 8.00 Fir � 2 I :o 1 Imo PR 5 4 2x4 = 4 -0-7 I 8-0 -0 I 4 -0-7 3 -11 -9 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.16 2 -4 >562 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.47 Vert(TL) -0.49 2 -4 >187 180 TCDL 15.0 Rep Stress Incr YES WB' 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 19 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2= 341/0 -5 -8, 4 =77 /Mechanical, 3= 134 /Mechanical Max Horz2= 110(load case 5) Max Uplift2=- 98(load case 5), 4=- 3(load case 3), 3=- 64(load case 5) Max Grav2= 341(load case 1), 4= 154(load case 2), 3= 134(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2- 3= -97/61 BOT CHORD 2- 5 =0/0, 4 -5 =0/0 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof five load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. P R OF �s 8) Refer to girder(s) for truss to truss connections. Q� c-O 9) Refer to girder(s) for truss to truss connections. �c .,.\ 3(NE'F� / ? 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , $9 LOAD CASE(S) Standard 15766PE ' r O V 7 0 "' GON e' 4' ' EXPIRATION DATE: 06-30-06 September 20,20 , WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTES REFERENCE PAGE MII -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 U Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown I . Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component 'Y' A iTel Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832f 6857 J6 MONO TRUSS 5 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. tubs Sep 19 14:53:48 2005 Page 1 -1 -0-0 I 3 -11 -15 6 -0-7 8 -0-0 i 1 -0-0 3 - 11 - 15 2 -0-8 3 1 -11 -9 ��y Scale: 1/2 8.00 12 2 ■ I. .. 1 I °° ►1 ° M 5 4 2x4 = I 8 -0-0 8 -0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.16 2 -4 >562 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.47 Vert(TL) -0.49 2 -4 >187 180 TCDL 15.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 23 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2= 416/0 -5 -8, 4 =77 /Mechanical, 3= 219 /Mechanical Max Horz2= 151(load case 5) Max Uplift2=- 116(load case 5), 4=- 27(load case 3), 3=-103(load case 5) Max Grav2= 416(load case 1), 4=154(load case 2), 3= 219(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2- 3=- 112/100 BOT CHORD 2- 5 =0/0, 4 -5 =0 /0 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. <- ti �"� G P R of . 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. ) N � F 'S' J ° " , 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �fj y LOAD CASE(S) Standard f i i 15766PE { O 'ON oil` EXPIRATION DATE: 06 September 20,20 WARNING - Verify design parameters and READ NOTES ON TINS AND INCLUDED MITER REFERENCE PAGE MN -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not }FUSS designer. Bracing shown �� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPIT Quality Criteria, DSB -89 and BCSI1 Building Component MiTel Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832E 6857 J7 MONO TRUSS 5 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:48 2005 Page 1 -1 -0-0 3 -11 -15 8 -0 -0 81 -7 1 -0-0 3 -11 -15 4 -0-1 0 - 1.5x4 II Scale =1:: 5 4 8.00 FIT 1.5x4 3 2 y r: ►1 2x4 = 6 3x4 = 8 -0 -0 8 -0-0 Plate Offsets (X,Y): [6:0- 1- 8,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.15 2 -6 >610 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.46 Vert(TL) -0.44 2 -6 >203 180 TCDL 15.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 38 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, excep BOT CHORD 2 X 4 DF No.1&Btr G end verticals. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2= 481/0 -5 -8, 6= 392 /Mechanical Max Horz2= 193(load case 5) Max Uplift2=- 122(load case 5), 6=- 194(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2 -3 =- 381/0, 3-4 =- 103/52, 4 -5= -22/0, 4 -6 =- 149/66 BOT CHORD 2 -6 =- 119/248 WEBS 3- 6=- 299/143 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.Opsf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. CR PR 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. F fis 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �t �G] `-- S/ 7) A plate rating reduction of 20% has been applied for the green lumber members. 1 G ,4 {� 8) Refer to girder(s) for truss to truss connections. C� 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' 15766PE LOAD CASE(S) Standard 9 C. GON c3 4 11 EXPIRATION DATE: 06 - 30 - 06 September 20,20 WARNING - Verify design para meters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown r "' rr � is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the .a erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, 056 -89 and BCSII Building Component lvf iTel Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. , V, Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832E 6857 J8 MONO TRUSS 5 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:49 2005 Page 1 -1 -0-0 1 3 -11 -15 1 8 -0-0 I 10 -0 -7 1 -0-0 3 -11 -15 4 -0-1 2 -0-7 5 N Scale = 1 1.5x4 II 4 r 8.00 1 1.5x4 3 r % .A 2 Aillillhlh I 11 rraili PM el I 2x4 = 6 3x4 = I 8 -0-0 I 8 -0-0 Plate Offsets (X,Y): [6:0- 1- 8,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.58 Vert(LL) -0.15 2 -6 >610 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.45 Vert(TL) -0.44 2 -6 >203 180 TCDL 15.0 Rep Stress lncr YES WB 0.09 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 42 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, excep BOT CHORD 2 X 4 DF No.1 &Btr G end verticals. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS (lb /size) 2= 453/0 -5 -8, 6= 580 /Mechanical Max Horz2= 228(load case 5) Max Uplift2=- 87(load case 5), 6=- 266(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2 -3 =- 317/31, 3-4 =- 111/106, 4 -5 =- 166/0, 4- 6=- 462/152 BOT CHORD 2 -6 =- 98/190 WEBS 3 -6 =- 229/119 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. Q P 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. F. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' es , ,S' 7) A plate rating reduction of 20% has been applied for the green lumber members. C\ � NG IN � e 8) Refer to girder(s) for truss to truss connections. t, 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15766PE 9 LOAD CASE(S) Standard (.7: O "GON EXPIRATION DATE: 06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane • Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 �� f Applicability 9 P P P er of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, 95610 �,�,;,,,,,.,, �,� P P P Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ■�A fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSII Building Component , r, OTACC l Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. ,t7 Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832f 6857 J9 MONO TRUSS 5 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:49 2005 Page 1 1 -1-0-0 1 3 -11 -15 I 8 -0-0 I 12-0-7 I 1 -0-0 3 -11 -15 4 -0-1 4 -0-7 5 O■ I; Scale =1:' c, 1.5x4 II 8.00 12 4 r 1.5x4 -� .- 3 n 2 1 1 �i - o mi CA 2x4 = 6 3x4 = I 8-0-0 0 -0 I 8 -0-0 Plate Offsets (X,Y): [6:0- 1- 8,0 -1 -8) LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.15 2 -6 >610 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.45 Vert(TL) -0.44 2 -6 >203 180 TCDL 15.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 45 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, excep BOT CHORD 2 X 4 DF No.1 &Btr G end verticals. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2= 462/0 -5 -8, 5= 136 /Mechanical, 6= 590 /Mechanical Max Horz2= 275(load case 5) Max Uplift2=- 57(load case 5), 5=- 62(load case 5), 6=- 289(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2 -3 =- 338/0, 3 -4 =- 165/94, 4 -5 =- 113/57, 4 -6 =- 373/170 BOT CHORD 2 -6 =- 104/209 WEBS 3- 6=- 252/126 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. �� PROF. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. � 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �'� G)NJ .0 7) A plate rating reduction of 20% has been applied for the green lumber members. J �� 1 , 9 t2 8) Refer to girder(s) for truss to truss connections. L4 " 9) Refer to girder(s) for truss to truss connections. Q' 15766P E ' r 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. LOAD CASE(S) Standard O q O' GON �>a' EXPIRATION DATE: 06 - 30 - 06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE USE. 7777 Greenback Lan Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Cure 109 us Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown r � Citrus is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component M iT@l Safety Infnrmntinn available from iniss Plate Institute. 583 D'Onnfrio Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832( 6857 R1 CAL HIP 5 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:50 2005 Page 1 5-8 -11 I 11 -0-8 I 16 -6-4 I 24 -0-4 31 -6-4 37 -0-0 I 42 -3 -13 47 -7 -14 48 -8 5-8 -11 5 -3 -13 5 -5 -12 7 -6 -0 7 -6 -0 5 -5 -12 5 -3 -13 5 -4-1 0 -4-10 HNH18 Scale = 1:11 8 BEH18D 4x8 = BEH18D 8.00 F1T 5x8 = 3x4 • 5 6 10 9 3x4 / / / a 3x4 \� 3x4.2 \,. 11 3 12 • �, 1.5x4 \\ ) x4 7 / 2 13 I-. 1� 14 °' _ Id- 4x7 = 21 20 19 18 17 16 15 3x6 II 3x4 = 3x4 = 3x4 = 4x8 = 3x4 = 4x4 = 3x4 = 8-4-10 16 -6-4 24 -0-4 i 31 -6-4 31 -0 39 -7 -14 I 47 -7 -14 48r0 -8 8 -4-10 8 -1 -10 7 -6 -0 7 -6 -0 0 -1 -12 7 -11 -14 8 -0-0 0 -4-10 Plate Offsets (X,Y): [1:0- 0- 3,Edge], [5:0- 4- 0,0 -0 -8], [6:0 -0- 11,0 -1 -2], [8:0 -1- 14,0- 2 -13], [9:19 -1- 5,26 -9 -2], [10:0- 4- 4,0 -1 -8], [16:0- 2- 0,0 -2-4], (18:0 -1- 12,0 -2 -0) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) 0.13 1 -21 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.56 Vert(TL) -0.38 1 -21 >999 180 MI118 170/148 TCDL 15.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.07 14 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 312 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF SS G *Except* TOP CHORD Structural wood sheathing directly applied or 3-4 -2 oc purlins. Excep 1 -4 2 X 4 DF No.1&Btr G, 11 -14 2 X 4 DF No.1&Btr G, 6 -8 2 X 6 DF SSG 1 Row at midpt 5 -7, 7 -10 8 -9 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 1 Row at midpt 3 -20, 10 -18, 10 -16, 12 -16 WEBS 2 X 4 DF Std G *Except* 2 Rows at 1/3 pts 5 -18 5 -20 2 X 4 DF No.1&Btr G, 10 -16 2 X 4 DF No.1&Btr G JOINTS 1 Brace at Jt(s): 7 WEDGE Right: 2 X 4 DF Std REACTIONS (lb /size) 1= 1448 /Mechanical, 16= 2744/0 -3 -8, 14= 553 /Mechanical Max Horz1=- 371(load case 5) Max Uptiftl=- 450(load case 7), 16=- 840(load case 7), 14=- 183(Ioad case 8) Max Grav1= 1904(load case 2), 16= 2878(load case 3), 14= 846(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 2946/646, 2 -3 =- 2572/664, 3 -4 =- 1650/423, 4 -5 =- 1460/443, 5 -6 =- 827/113, 6 -8 =- 711/132, 5 -7 =- 123/217, 7 -10 =- 123/217, 8- 9=- 709/132, 9 -10 =- 827/113, 10 -11 =- 95/516, 11- 12=- 108/385, 12- 13=- 712/199, 13 -14 =- 1063/177 BOT CHORD 1 -21 =- 686/2305, 20 -21 =- 519/1768, 19 -20 =- 374/1225, 18 -19 =- 374/1225, 17 -18 =- 353/299, 16 -17 =- 353/299, 15 -16 =- 112/245, 14 -15 =- 83/735 • WEBS 2 -21 =- 532/182, 3 -21 =- 285/669, 3 -20 =- 894/321, 5 -20 =- 355/868, 5 -18 =- 1355/395, 7 -18= -7/42, 10 -18 =- 500/1482, 10 -16 =- 2051/582, 12 -16 =- 918/328, 12 -15 =- 272/616, 13- 15=- 483/173 NOTES �SG ��' 65 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and \� ‹-x*. j1, f t� right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 CZ 15766PE 9 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) All plates are MT20 plates unless otherwise indicated. O" GON c� 7) Attach MiTek HNH18 (Half and Half Plate) on each face of truss with 8d x 1 -1/2" common wire nails (0.131" x 1.5 ") in pre - punched holes ' 1 ,0. '\-' provided. All nails holes must be filled (5 Nails per side 10 nails total). . 8) See BEH18 DETAILS for plate placement. 1► W 1' 9) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 10) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Continued on page 2 EXPIRATION DATE: 06 -30 -06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lan Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610M� Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown d..®.. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ��� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSH Building Component M iTel Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. itl' Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832f 6857 R1 CAL HIP 5 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:50 2005 Page 2 NOTES 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) A plate rating reduction of 20% has been applied for the green lumber members. 13) Refer to girder(s) for truss to truss connections. 14) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. 7777 Greenback Lane Suite 109 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 �� Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown r ®w i is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the V� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component M Tel Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ®� A Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832E 6857 R1A CAL HIP 2 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:50 2005 Page 1 -1 -010 5-8 -11 1 11 -0-8 1 16 -6-4 1 24-0-4 I 31 -6-4 I 37 -0-0 I 42 -3 -13 I 47 -7 -14 48 -8 1 -0-0 5-8 -11 5 -3 -13 5 -5 -12 7 -6 -0 7-6 -0 5 -5 -12 5 -3 -13 5-4 -1 0-4-10 HNH18 Scale = 1:11 9 BEH18D 4x8 = BEH18D 8.00 12 5x8 = 3x4 c 6 7 , 11 10 3x4 3x4 J • 3x4 i /may _ • 12 13 1.5x4 \\ 1.5x4 // m 3 14 '-1 2 . � a ` 15 co -t�o / Jr-. - 4x7 = 22 21 20 19 18 17 16 3x6 II 3x4 = 3x4 = 3x4 = 4x8 = 3x4 = 4x4 = 3x4 = I 8-4-10 I 16-6-4 24-0-4 I 31 -6-4 311-0 39 -7 -14 47 -7 -14 48 -8 8-4-10 8 -1 -10 7-6 -0 7 -6-0 0 -1 -12 7 -11 -14 8 -0-0 0-4-10 Plate Offsets X Y : 2:0- 0- 3,Ed.e 6:0 -4 -0 0 -0 -8 , 7:0 -0- 11,0 -1 -2 9:0 -1- 14,0 -2 -13 , 10:19 -1- 5,26 -9 -2 , 11:0- 4- 0,0 -1 -8 , 17:0- 2- 0,0 -2 -4 , 19:0 -1 -12 0 -2 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.43 Vert(LL) 0.11 2 -22 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.51 Vert(TL) -0.32 2 -22 >999 180 MII18 170/148 TCDL 15.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.07 15 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 314 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF SS G *Except* TOP CHORD Structural wood sheathing directly applied or 3 -5 -15 oc purlins. Exce 1 -5 2 X 4 DF No.i &Btr G, 12 -15 2 X 4 DF No.1 &Btr G, 7 -9 2 X 6 DF SS G 1 Row at midpt 6 -8, 8 -11 9 -10 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 1 Row at midpt 4 -21, 11 -19, 11 -17, 13 -17 WEBS 2 X 4 DF Std G *Except* 2 Rows at 1/3 pts 6 -19 6 -21 2 X 4 OF No.1 &Btr G, 11 -17 2 X 4 OF No.1 &Btr G JOINTS 1 Brace at Jt(s): 8 WEDGE Right: 2 X 4 DF Std REACTIONS (lb /size) 2= 1546/0 -5 -8, 17= 2713/0 -3 -8, 15= 567 /Mechanical Max Horz2= 380(load case 6) Max Uplift2=-493(load case 7), 17=- 828(Ioad case 7), 15=- 186(Ioad case 8) Max Grav2= 2044(load case 2), 17= 2858(load case 3), 15= 856(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2 -3 =- 2882/629, 3-4 =- 2517/649, 4 -5 =- 1648/422, 5 -6 =- 1456/443, 6 -7 =- 827/113, 7 -9 =- 711/132, 6 -8 =- 129/219, 8- 11=- 129/219, 9 -10 =- 709/132, 10 -11 =- 827/113, 11 -12 =- 88/499, 12- 13=- 101/352, 13 -14 =- 728/204, 14 -15 =- 1079/182 BOT CHORD 2 -22 =- 665/2227, 21- 22=- 516/1747, 20 -21 =- 375/1222, 19- 20=- 375/1222, 18 -19 =- 326/295, 17 -18 =- 326/295, 16 -17 =- 86/258, 15 -16 =- 87/748 WEBS 3 -22 =- 472/167, 4 -22 =- 266/606, 4 -21 =- 863/312, 6 -21 =- 349/846, 6 -19 =- 1328/387, 8 -19= -7/41, 11 -19 =- 492/1455, 11 -17 =- 2011/570, 13- 17=- 917/328, 13- 16=- 272/615, 14- 16=- 482/173 NOTES ,)' [} PR OFe+$cS' c \� , 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and ��y /e.., right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. ii-i 2) TCLL: ASCE 7-02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 15 766 P E � c' - 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. ' 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the 9 O" GON oi responsibility of the fabricator to increase plate sizes to account for these factors. 4/ r 7) All plates are MT20 plates unless otherwise indicated. ■ V 8) Attach MiTek HNH18 (Half and Half Plate) on each face of truss with 8d x 1 -1/2" common wire nails (0.131" x 1.5 ") in pre - punched holes► r provided. All nails holes must be filled (5 Nails per side 10 nails total). �► 9) See BEH18 DETAILS for plate placement. Continued on page 2 EXPIRATION DATE: 06-30 -06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ��� Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPIl Quality Criteria, DSB -89 and BCSI1 Building Component M iTel Snfefv Infnrmntinn nvnilnhle from Tens Note Institute .58.3 ryc)nnfrio Drive Mndisen: WI 53719 C Job Truss Truss Type Oty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832E 6857 R1A CAL HIP 2 1 Job Reference o.tional TECNA INDUSTRIES, McMINNVILLE, OR 97128 6 200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:50 2005 Page 2 NOTES 10) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 11) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 12) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 13) A plate rating reduction of 20% has been applied for the green lumber members. 14) Refer to girder(s) for truss to truss connections. 15) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 16) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) Standard f I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER" REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Cure 109 us Heights, CA, 95610 Applicability of design paramenfers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component �A'T ®I cnroty Infnrmnfinn nvnilnhlc from In icc Plnte IncliftIte. .SA3 r'nnnfrin rsdvn_ Madison WI 53719_ ,9, �G Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832E 6857 R1B CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:51 2005 Page 1 - 17 -1-8 6 -10 -12 7 -4-0 14 -4 -12 I 19 -10 -8 I 25-2 -5 I 30 -6-6 30 -0 17 -1-8 6 -10 -12 0-2-4 7 -3 -12 5 -5 -12 5 -3 -13 5 -4-1 0-4-10 Scale = 1:1 BEH18D 3x4 = 1.5x4 I 5x6 8.00112 1 2 3 . 6 5 3x4 3x4 �: 1.5x4 // 10 _� .1 I d 15 14 13 12 11 3x6 II 1.5x4 I I 3x7 = 3x4 = 4x4 = 3x4 = - 17 -1.8 i -8 -10-4 1 -5-6 -5 6 -10 -12 1 14 -4 -12 14 -6-8 22 -6-6 1 30-6 -6 30 - -0 8 -3-4 3 -3 -15 5-6-5 6 -10 -12 7-6 -0 0 -1 -12 7 -11 -14 8 -0-0 0-4 -10 Plate Offsets (X,Y): [5:19 -1- 5,26 -9- 2],[6:0- 3- 0,0 -2- 0],(12:0- 2- 0,0 -2. 4],(15:0- 2- 8,0 -0 -12] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) 0.08 14 -15 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.22 10 -11 >865 180 MI118 170/148 TCDL 15.0 Rep Stress Ina YES WB 0.80 Horz(TL) 0.02 4 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 213 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF SS G *Except* TOP CHORD Structural wood sheathing directly applied or 5 -7 -0 oc purlins. Excep 7- 102X4DFNo.1 &BtrG,4- 52X6DFSSG 1 Row at midpt 3 -6 BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2 X 4 DF Std G *Except* 6 -0 -0 oc bracing: 12 -14. 6 -12 2 X 4 DF No.1 &Btr G WEBS 1 Row at midpt 3 -14, 6 -14, 6 -12, 8 -12, 2 -15 WEDGE Right: 2 X 4 DF Std REACTIONS (lb /size) 12= 1984/0 -3 -8, 10= 714 /Mechanical, 4= 269 /Mechanical, 15= 645 /Mechanical Max Horz15=- 512(load case 8) Max Upliftl2=- 570(Ioad case 8), 10=- 135(load case 8), 4=- 140(load case 8), 15=- 335(load case 8) Max Grav12= 2665(load case 3), 10= 959(load case 3), 4= 382(load case 3), 15= 870(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2 =0 /0, 2 -3 =- 301/143, 3 -6 =- 301/143, 4 -5 =- 199/160, 5 -6 =- 342/0, 6 -7 =- 105/325, 7 -8 =- 125/73, 8 -9 =- 903/123, 9 -10 =- 1220/101 BOT CHORD 14 -15 =- 16/512, 13- 14=- 84/368, 12- 13=- 84/368, 11 -12 =- 2/392, 10 -11 =- 22/892 WEBS 2 -14 =- 278/584, 3 -14 =- 924/257, 6 -14 =- 174/693, 6 -12 =- 1832/286, 8 -12 =- 841/318, 8 -11 =- 291/624, 9 -11 =- 494/182, 2 -15 =- 816/294 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. n v P R Q I , 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 �'�� !GG ss 3) U snow loads have been considered for this design. ,\ A , c - 1 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the � 15766PE � responsibility of the fabricator to increase plate sizes to account for these factors. 6) All plates are MT20 plates unless otherwise indicated. 7) See BEH18 DETAILS for plate placement. 8) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. q 0 -" GON c p cti 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` ci �� .' 11 A plate rating reduction of 20% has been applied for the green lumber members. . sti �" 12) Refer to girder(s) for truss to truss connections. tr 13) Refer to girder(s) for truss to truss connections. 14) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Continued on page 2 1 EXPIRATION DATE: 06 -30 -06 September 20,20 , WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. 7777 Greenba Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 ��� Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, 95610 w ,,,,,,,, w �„ A PP tY 9 P P P rP P P Y 9 9 9 9 � is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSI1 Building Component 'v, i i Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832f 6857 R1 B CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:51 2005 Page 2 NOTES 15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 8011.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. CuCitrre 109 us Heights, CA, 95610M� Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ri.rai — is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the �� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component pp � iT cnfcN Infnrmntinn available. from Turns Plate Institute. 583 D'Onofrir Drive. Madison. WI 53719. 6 Job ' Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832f 6857 R1C MONO TRUSS 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:51 2005 Page 1 -1 -0-0 I 3 -11 -15 I 8 -1 -12 . 1 -0-0 3 -11 -15 4 -1 -13 1.5x4 Scale = 1 5 4 r 8.00 12 1.5x4 2 3 n . '1 4; c1 .� IM MI 2x4 = 6 3x5 = 8 - 1 - 12 I I 8 -1 -12 Plate Offsets (X,Y): [6:0- 2- 4,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in floc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.15 2 -6 >610 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.46 Vert(TL) -0.44 2 -6 >203 180 TCDL 15.0 Rep Stress !nor YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 39 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, excep BOT CHORD 2 X 4 DF No.1 &Btr G end verticals. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2= 480/0 -5 -8, 6= 401 /Mechanical Max Horz2= 195(load case 5) Max Uplift2=- 121(load case 5), 6=- 198(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2 -3 =- 380/0, 3 -4 =- 102/52, 4 -5= -30/0, 4 -6 =- 159/70 BOT CHORD 2 -6 =- 118/247 WEBS 3- 6=- 298/143 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.Opsf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. � � P �� 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 7) A plate rating reduction of 20% has been applied for the green lumber members. s ) ' E � f 8) Refer to girder(s) for truss to truss connections. i,r 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. +r 15766PE P t,,. LOAD CASE(S) Standard O n, Ih O" GON Hof EXPIRATION DATE: 06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Cure 109 Sui H e i g ht s, CA 95610 Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB - 89 and BCSI1 Building Component M iTel Crlitakt ,..r,.r,,,,-, , nvnilnhWP fr.,,., In i« pinky. i„dsrl it. SRI n'rIn,,fri,, nrtvo Meld/v WI svi a Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832( 6857 R3 ROOF TRUSS 4 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6 200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:52 2005 Page 1 I 6-8 -7 I 13 -0-0 19 -3 -9 26 -0-0 27 -0-1 6 -8 -7 6 -3 -9 6 -3 -9 6-8 -7 1 -0-0 4x5 II Scale = LI 3 8.00 1 1.554 \\ 1 5x4 // 2 4 1 Aillik 5 6 ' n l n I R 3x8 = 9 8 7 3x8 = 3x4 = 3x4 = 354 = 8 -9 -10 17 -2-6 I 26 -0-0 I 8 -9 -10 8 -4-12 8 -9 -10 Plate Offsets (X,Y): [1:0- 8- 3,0- 0 -14], [5:0- 8- 3,0 -0 -14] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) 0.16 1 -9 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.53 Vert(TL) -0.44 1 -9 >699 180 TCDL 15.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 5 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 118 lb BCDL 10.0 g LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -9 -3 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 9 -2 -5 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (lb /size) 1 =1283 /Mechanical, 5= 1386/0 -5 -8 Max Horz1=- 212(load case 5) Max Upliftl=- 396(load case 7), 5=- 440(load case 8) Max Gravl= 1449(load case 2), 5= 1585(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 2095/536, 2 -3 =- 1772/596, 3 -4 =- 1730/584, 4 -5 =- 2052/524, 5 -6 =0/72 BOT CHORD 1- 9=- 480/1585, 8 -9 =- 226/970, 7 -8 =- 226/970, 5 -7 =- 361/1535 WEBS 2 -9 =- 681/224, 3 -9 =- 362/913, 3 -7 =- 344/858, 4 -7 =- 640/212 NOTES 1) Wind: ASCE 7 -98; 90mph; h =loft; TCDL= 4.Opsf; BCDL= 2.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the PR responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ���� !✓�� ] F/� s �{}� 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � .9 8) A plate rating reduction of 20% has been applied for the green lumber members. Ct" 15766PE r 9) Refer to girder(s) for truss to truss connections. 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard O ‘7 GON EXPIRATION DATE: 06-30-06 September 20,20 I WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 licabili of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, 95610 A PP tY 9 P p P P P g tY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1111/11111f erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component ` 'Y' A'Tjp' Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832f 6857 R4 COMMON 8 1 ,Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:52 2005 Page 1 1 - - - 3 -11 -7 i 7-6 -0 I 11 -0 -9 15 -0-0 1 -0-0 3 -11 -7 3-6 -9 3-6 -9 3 -11 -7 4x4 = Scale = 1:: 4 8.00 12 1.5x4 1.5x4 �i 3 5 .4 ,+ 6 2 a lg ►∎ 3x5 = 7 3x5 = 3x7 = 7 - 15 -0 -0 7-6 -0 7 -6-0 Plate Offsets (X,Y): [2:0- 2- 9,0- 1- 8],[6:0- 2- 9,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.05 6 -7 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.31 Vert(TL) -0.16 6 -7 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.02 6 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 65 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -10 -12 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (lb /size) 2= 838/0 -5 -8, 6= 731 /Mechanical Max Horz2= 127(load case 6) Max Uplift2=- 271(load case 7), 6=- 226(load case 8) Max Grav2= 969(load case 2), 6= 829(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2- 3=- 1109/271, 3-4 =- 766/265, 4- 5=- 769/261, 5 -6 =- 1129/284 BOT CHORD 2 -7 =- 246/814, 6 -7 =- 197/869 WEBS 3 -7 =- 363/125, 4 -7 =- 223/471, 5 -7 =- 416/142 NOTES 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.0psf; BCDL= 2.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. �� 1 01 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the F � responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. % Q/S) 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. �� 15766PE 3z� 9) Refer to girder(s) for truss to truss connections. 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard (- - - 7 O" GON 0) EXPIRATION DATE: 06 - 30 - 06 September 20,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite iu He Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights CA , 956101111111 PP Y 9 P P P P P P Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliiy of the WWI erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, 058.89 and BCSII Building Component 'Y' ■ I iT Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch.-04116 Haines Crossing 2 R1832E 6857 SR1 CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industnes, Inc. Mon Sep 19 14:53:53 2005 Page 1 5-8 -11 I 11 - 16 - I 24 - i 31 - 37 - 42 -3 -13 47 -7 -14 48 -8 5 - - 5 - - 5 - - 7-6 -0 7-6 -0 5 -5 -12 5 -3 -13 5 -4-1 0-4-10 HNH18 Scale = 1:11 8 BEH18D 4:5X8 8 = BEH18D 8.00 12 = 3x4 i 5 • 10 9 3x4 7 yy3 3x4 i •, - 3 4 12 ,f. .h 2 1113111111t � 6 4x7 = 21 20 19 18 17 16 15 3x6 II 3x4 = 3x4 = 5x5 = 4x8 = 5x5 = 4x4 = 3x4 = 8 -0 -10 i 16 -64 i 24 -0-4 { 31 -6-4 31 39 -7 -14 I 47 -7 -14 48 8 -4-10 8 -1 -10 7 -6 -0 7-6 -0 0 -1 -12 7 -11 -14 8 -0-0 0 -4-10 Plate Offsets (X,Y): [1:0- 0- 3,Edge], [5:0- 4- 0,0 -0 -8], [6:0 -0- 11,0 -1 -2], [8:0 -1- 14,0- 2 -13], [9:19 -1- 5,26 -9 -2], [10:0- 4- 4,0 -1 -8], [16:0- 2- 0,0 -2-4], [17:0- 2- 8,0 -3 -0], [18:0 -1- 12,0 -2 -0], [19:0- 2- 8,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) 0.13 1 -21 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.56 Vert(TL) -0.38 1 -21 >999 180 MI118 170/148 TCDL 15.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.07 14 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 519 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF SS G *Except* TOP CHORD Structural wood sheathing directly applied or 3 -4 -2 oc purlins. Excep 1 -4 2 X 4 DF No.1 &Btr G, 11 -14 2 X 4 DF No.1 &Btr G, 6 -8 2 X 6 DF SS G 1 Row at midpt 5 -7, 7 -10 8 -9 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 1 Row at midpt 3 -20, 10 -18, 10 -16, 12 -16 WEBS 2 X 4 DF Std G *Except* 2 Rows at 1/3 pts 5 -18 5 -20 2 X 4 DF No.1 &Btr G, 10 -16 2 X 4 DF No.1 &Btr G JOINTS 1 Brace at Jt(s): 7 OTHERS 2 X 4 DF Std G WEDGE Right: 2 X 4 DF Std REACTIONS (lb/size) 1= 1448 /Mechanical, 16= 2744/0 -3 -8, 14= 553 /Mechanical Max Horz1=- 371(load case 5) Max Uplift1=- 450(load case 7), 16=- 840(load case 7), 14=- 183(load case 8) Max Grav1= 1904(load case 2), 16= 2878(load case 3), 14= 846(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 2946/646, 2 -3 =- 2572/664, 3 -4 =- 1650/423, 4 -5 =- 1460/443, 5 -6 =- 827/113, 6 -8 =- 711/132, 5 -7 =- 123/217, 7 -10 =- 123/217, 8 -9 =- 709/132, 9 -10 =- 827/113, 10 -11 =- 95/516, 11- 12=- 108/385, 12 -13 =- 712/199, 13- 14=- 1063/177 BOT CHORD 1 -21 =- 686/2305, 20 -21 =- 519/1768, 19- 20=- 374/1225, 18 -19 =- 374/1225, 17 -18 =- 353/299, 16- 17=- 353/299, 15 -16 =- 112/245, 14 -15 =- 83/735 WEBS 2 -21 =- 532/182, 3 -21 =- 285/669, 3 -20 =- 894/321, 5 -20 =- 355/868, 5 -18 =- 1355/395, 7 -18= -7/42, 10 -18 =- 500/1482, -D PR OpE. 10- 16=- 2051/582, 12- 16=- 918/328, 12 -15 =- 272/616, 13- 15=- 483/173 < ' JCa]NI Sr, NOTES ,c 1) Wind: ASCE 7 -98; 90mph; h =20ft; TCDL= 4.Opsf; BCDL= 2.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left an. 15766PE 3 t right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. q O" GON Qj ( 5) Provide adequate drainage to prevent water ponding. � \ 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the s +1r responsibility of the fabricator to increase plate sizes to account for these factors. I :. "t 7) All plates are MT20 plates unless otherwise indicated. � . 8) All plates are 1.5x4 MT20 unless otherwise indicated. Continued on page 2 EXPIRATION DATE: 06 -30 -06 September 20,20 1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE M1I -7473 BEFORE USE. 7777 Greenback Lan smut Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, 95610�� PP Y 9 P P P P P P b 9 9 9 9 �� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component M iTel Safety Information available from Truss Plate Institute. 583 D'Onofrio Dnve. Madison. WI 53719. Job Truss Truss Type Qty Ply JE Krause Arch. -04116 Haines Crossing 2 R1832( 6857 SR1 CAL HIP 1 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Sep 19 14:53:53 2005 Page 2 NOTES 9) Attach MiTek HNH18 (Half and Half Plate) on each face of truss with 8d x 1 -1/2" common wire nails (0.131" x 1.5 ") in pre - punched holes provided. All nails holes must be filled Nails per side 10 nails total). 10) See BEH18 DETAILS for plate placement. 11) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 12) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 13) Gable studs spaced at 2 -0 -0 oc. 14) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 15) A plate rating reduction of 20% has been applied for the green lumber members. 16) Refer to girder(s) for truss to truss connections. 17) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 18) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Cure 10e Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, A ,, PP Y 9 P P P rp P P Y 9 9 9 9 ■4 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storoge, delivery, erection and bracing, consult ANSI /TPIl Quality Criteria, DSB -89 and BCSI1 Building Component ,Y' iTel Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. vo •••.....•.. IVVIIIIJ IIIIJ JyJICIiI V CIICIUI JUICIy 1VVICb PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property _13 *Center plate on joint unless x, y Damage or Personal Injury offsets are indicated. 1 1. 6 -4 -8 dimensions shown in ft -in- sixteenths r ��= Dimensions are in ft-in-sixteenths. Additional stability bracing for truss system, e.g. 11 1;111‘. Aand pply plates crely to seatboth sides of truss diagonal or X- bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never 0 /16" 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and 1. all other interested parties. ce O 4. Cut members to bear tightly against each other. For 4 x 2 orientation, locate o plates 0 'i,d' from outside 5. Place plates on each face of truss at each edge of truss. c7-8 c6-7 C5-6 O joint and embed fully. Knots and wane at joint BOTTOM CHORDS locations are regulated by ANSI /TPI1. *This symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitably protected from required direction of slots in the environment in accord with ANSI /TPI1. connector plates. 7. Unless otherwise noted, moisture content of lumber * Plate location details available in MiTek 20/20 shall not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non - structural consideration and is the The first dimension is the width NUMBERS /LETTERS. responsibility of truss fabricator. General practice is to 4 x 4 perpendicular to slots. Second camber for dead load deflection. dimension is the length parallel to slots. 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and ire Indicated by symbol shown and /or BOCA 96 -31, 95 -43, 96 -20 -1, 96 -67, 84 -32 in all respects, equal to or better than that by text in the bracing section of the specified. output. Use T, I or Eliminator bracing ICBO 4922, 5243, 5363, 3907 if indicated. 12. Top chords must be sheathed or purlins provided at spacing shown on design. BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A 13. Bottom chords require lateral bracing at 10 ft. spacing, I Indicates location where bearings or less, if no ceiling is installed, unless otherwise noted. (supports) occur. Icons vary but 14. Connections not shown are the responsibility of others. *1M110 reaction section indicates joint number where bearings occur. � �• , �" 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. Industry Standards: 16. Install and load vertically unless indicated otherwise. ANSI /TPI1: National Design Specification for Metal M iTek ® Plate Connected Wood Truss Construction. DSB -89: Design Standard for Bracing. BCSI1: Building Component Safety Information, TE ,`l . Guide to Good Practice for Handling, r I.W M Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 © 2004 MITek®