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Specifications (2) 0 0 oil . oil h4 oil .0 r 0 0. Ions.. o .., „ Z iliF7 _ I . N 48-00 -00 I. 4 J 38-00 -00 y 8-00-00 y ° t 1 34 -oo-oo i ° -_ + ~ . \`` 0. I 3 -FT L1 . 1 / 4 '' � d 2 -FT a `\- 3 -FT b ; I r L !: 3.Fo f 3 -F;4 k u , u ° 3-FT ny i b i '• :, 2-FT ''' c- ' A ,-,1,; w .. I li O x ^, L J 46 2 -FT m m a m ,I 2 22 -FT 2 -FT N m Z I c) v fi — — a z xi 25 -FT ... r4 -rp - - rr hf Y C m 4 ° II _ y � � z 2. �1 D � - -7 � C m a z rr i NI' X - C I 1 I 4' 0 ° m Vii; F. L� -: TY t - rr r ,. __� -__ ',. ._ ' 'r t ' - 1:f "- v o b : I 1 y -TI Z D D ti -i -Tr y y C Z ° $ 2 .T7 0 , L Y m I b m % % m ' 0 m - 1-o -op al 2 rr _ - - m 1 :r .- I o A w 6 7 'O X y I 2 -FT m �/ m K° m.� CO b ' m °I� Qde. ZD 2FT ", . 21 -FT E P 0 X d �, m I I v ,,.� �' ' 2 -FT 6: I pFT' „ 4 . 3 -FT `, v. :: 2 -FT I ° A4 �' 3-FT � :I x :: p x : _ .: :'{ N 2 -FT b b ' > I . 3 -FT .. , 0 0 n rrn I: g �: i i 2 -FT ' 4' ° ; � 3FTIv 8 . o3h .. 2FT 3 I '1 2-FT J r a 3 "F� u.' I 10 -FTGE 1 -FTGE r i 34 -00.00 i b N ° 38.00-00 8-00-00 i ? ? ° - 48 -00-00 i HP H!: PJ! A N ,m m H " , zA ;Ay m ~mA z z AOm PI' 9omom y Dngy 22g-7,- s o y$j �9' F pi;. ,' Z ,71 3 A OOS vOS CA nTmN Z O 2 O ,, - = 1 r, * 5y' °A�'it, f L m v m i O �'+Y'; Y:• O o N `"z c ;?,El, 24 iDx -r< ?ak; '.�'`a . • a' -I FF A 3 i F om D_ro= v�� oN O 8i E 11 `a s''.. x �Hn �Om>y < 'n h yA Ao gg by A r4 O AZ MOOT For4 r V OtCii , m m m A� r ZSO m2 y ,n H -- ,I ➢ a m 2,T 'gn ti D AI^ ; A =mOD "-; oi °Og 8 r T m�0 T < 3 f " 13' i • P, - l d, / THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. T1._ __ _____ __._ 15877 SE 98th Ave These trusses are designed as individual building „ t, ' i t components to be incorporated into the building design TCLL (PSF): 40 Clackamas, OR 97015 at the specification of the building designer. See the e . 'I individual design sheets for each truss design identified TCDL (PSF): 10 a.`��. on the lacement drawin The buildin desi er is v� � Phon 1 - 5 - 557 - 8404 p g. g BCLL (PSF): 0 TT responsible for temporary and permanent bracing of the Simi BUILDER: Pulte Homes DATE: SCALE: BCDL (PSF): 5 N7 TS S roof. and floor system' and for the overallstructure. The 5/13/2011 1\ design of the truss support structure including headers, TL (PSF): 55 beams, walls, and columns is the responsibility of the *A PROJECT: DRAWN JOB #: building designer. For general guidance regarding Wind Speed: 0 Summercreek Phase I1 BY: Subodh N B1105879 A bracing, consult "Bracing of wood trusses" available LL DEFL: L/360 - from the Truss Plate Institute, 583•D'Onifrio Drive; ADDRESS: Ti gard Madison; WI 53179 M5r,20I I - c9004 /356 S' SW R,os j-14 LA/ M 51 2 ©(1— o o o CcS ) 3 5 7 2 6 " RC S E M -9- y LA/ NI 2_,©U U —060 60(. / 35 Fr) SW RsE./fretRy LA/ H51 I I— ®moo co 7 /35 9 Ca S w /�Gs€,A ,4- R y i • 11111111 ®® s, ' MiTe k® PcWrR 'r'o F'CRFORM,' MiTek Industries, Inc. 7777 Greenback Lane Suite 109 • Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B110567 9-B Fax916/676 -1909 Pulte- Summer Cr Phase II Bld 1 Main Fl The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by ProBuild West (Clackamas ,OR). Pages or sheets covered by this seal: R33099769 thru R33099788 My license renewal date for the state of Oregon is June 30, 2012. Important Notice: If visually graded lumber is used, for the trusses covered by these designs, see "SPIB.Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third -party lumber design values. • '\ � P Eo PROF 6 0 4GIN,EF 9 ■1. , �/ E • / f r. o OREG!� % F MB : - "" • • M FR s . Digital 'Signature 'EXPIRATION DATE: 06/30/12 May 13,2011 Tingey, Palmer 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 ANSI /TPI I. Job Truss Truss Type qty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl • R33099769 B1105879 -B 10 -FTGE Floor Truss 2 1 . Job Reference (optional) . Pro -Build Clackamas Truss, Clackemas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fn May 18'11:24:00 2011 Page 1 ID. La5k9S_ VH0am6f17gihmpNzHOhy- AyFxJgE9FDkJn _1SouTVebnyl4zEXGzduSKvG3zGv2z 0 -N8 0 -h8 Scale= 1 295 3x4 = 5x6 = 3x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 5x6 = 14 o 29 �. . .'I . a III a IYI o . I ■ 30 al l 1 I I I I = Ill. I 1 111 IIt i o A 28 27 26 25 24 23 22 21 20 19 18 17 16 15 556 = 4x6 II 3x4 II we = I 17 -7 -6 7 -7 -8 Plate Offsets (X,Y): [2:0- 1- 8,Edgel, (13:0- 1- 8,Edgel, )14:0- 1- 8,Edgel, 115:Edge,0 -1-81, [29:0- 1- 8,0 -1 -81, (30:0- 1- 8,0 -1 -81 LOADING (pat) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /def L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.01 21 n/a 'n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 76 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing, Except: OTHERS 4 X 2 DF Std G 10 -0 -0 oc bracing' 21 -22. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS All bearings 17 -7 -8. (Ib) - Max Horz28 =31(LC 2) Max Uplift All uplift 100 lb or less at joint(s) except 28=- 1761(LC 2), 15=- 1458(LC 3), 27=- 1659(LC 3), 16=- 1348(LC 2) Max Gray All reactions 250 lb or less at joint(s) 26, 25, 24, 23, 22, 21, 20, 19, 18, 17 except 28= 1868(LC 3), 15= 1592(LC 2), 27= 1953(LC 2), 16= 1690(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 289/284, 2 -3 =- 1834/1817, 3 -4 =- 1501/1483, 4 -5 =- 1167/1150, 5 -6 =- 834/817, 6- 7=- 501/483, 8- 9=- 517/499, 9 -10 =- 850/833, 10 -11 =- 1183/1166, 11 -12 =- 1517/1499, 12 -13 =- 1850/1833, 13 -14 =- 363/356 BOT CHORD 27 -28 =- 2104/2121, 26 -27 =- 1832/1850, 25 -26 =- 1499/1516, 24 -25 =- 1166/1183, 23- 24 = -832/ 850,22 -23 =- 499/516,20 -21 =- 484 /501,19 -20 =- 817/834,18 -19 =- 1150/1168, 17- 18=- 1484/1501, 16 -17 =- 1817/1834, 15 -16 =- 2155/2172 WEBS 2- 27=- 1939/1673, 13- 16=- 1674/1364, 2 -28 =- 2797/2781, 13 -15 =- 2686/2673 NOTES 1) Unbalanced floor live loads have been considered for this design. PR 2) All plates are 2x4 MT20 unless otherwise indicated. ' < <' OF�c S.0 3) Gable requires continuous bottom chord bearing. ,Cj 0 R /O 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). ,C..0. 29 5) Gable studs spaced at 1 -4 -0 oc. 1 . '; • ..x.•,E, t� 6) A plate rating reduction of 20% has been applied for the green lumber members, / / 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1761 lb uplift at joint 28, 1458 lb uplift at joint 15, 1659 lb uplift at joint 27 and 1348 lb uplift at joint 16. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. pi/ / A OR O! >`0) 9) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag • T' ;/ , , , 6. loads along bottom chord from 0 -0 -0 to 17 -7 -8 for 250.0 plf. � A . B 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. �/ P s I \ N 11) Recommend 2x6 strongbacks, on edge,- spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends,or restrained by other means. Digital Signature LOAD CASE(S) Standard ( EXPIRATION DATE: 06/30/12 May 13,2011 W ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED mm-Ex REFERENCE PAGE MII -7473 rev. 10 BEFORE USE. ,g } Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component 4 Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown g q 88&tltltl is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the iVliTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding w ra fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /IPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, suite 109 Safety Information available from Truss Plate Institute, 281 N Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl R33099770 B1105879 -B 11 -FT Floor Truss 6 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11'24:00 2011 Page 1 I D. La5k9S_VH0am6f17gihmpNz Hohy- AyFxJgE9FDkJn_1 SouTVebnwd4urX LIduS KvG3zGv2z 2-6-0 1 1 -1 -8 I I 1 -4.0 1 I 1 -1 -4 1 0 1'� scare = 2198 458 = 2x4 II 2x4 II 1 3x4 II 2 3 4 354 = 6 2x4 II 6 4B= 7 354= O 111 II ■8/ .17.1X44‘ ,1I h 5, il IIIN — ■A„ 0 1 x10 = 11 10 9 358 = n 4x4 = 2x4 II 4x10 = 1 4 -0 -0 1 4 -8 -0 1 5 -4 -0 I 11 -11-4 4 -0 -0 0 -8 -0 0 -8 -0 6 -7 -4 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [2:0- 3- 3,Edge], [3:0- 1- 8,Edge], [4:0- 1- 8,Edge], [6:0- 2- 6,Edge], [7:0- 1- 8,Edge], [8:Edge;0 -1 -8], [10:0- 1- 8,0 -0 -0], [11:0- 1- 8,Edge), [12:Edge ,0 -1 -81, 03:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udell L /cl PLATES GRIP . TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0,09 9 -10 >999 360 MT20 ' 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -0.18 8 -9 >798 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 56 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHOR 4'X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. . WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 12= 643/0 -3 -8 (min. 0 -1 -8), 8= 637/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD, 2- 3=- 1669/0, 3- 4=- 1677/0, 4- 5=- 1838/0, 5- 6=- 1843/0 BOT CHORD 11- 12= 0/1318, 10- 11= 0/1677, 9- 10= 0/1682, 8- 9= 0/1300 WEBS 3 -11 =- 275/0, 2 -12 =- 1416/0, 2 -11= 0/587, 6 -8 =- 1392/0, 6 -9= 0/586, 5 -9 =- 273/0, 4 -9 =- 123/339 NOTES 1) Unbalanced floor live loads have been considered for this design. • 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used -in the analysis and design of this truss. 5) Recommend 2x6'strongbacks, on edge, spaced at 10 -0 -0 oc and fastened, to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. . 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard �� W 2 9 16- 0 r '/t ' o A • ' , OREG*. •%' - 9� FM- � 'f 4r � s _ Digital Signature 1 EXPIRATION DATE: 06/30/12 May 13,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mt1 rev. 10'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. ss E Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown tttlll is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER TO Ps fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPIl Gustily Criteria, DSB - 89 and SCSI Building Component 7777 Greenback Lane, suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl R33099771 81105879 -B 12 -FT Floor Truss 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:24 01 2011 Page 1 ID. La5k9S_ VH0am6f17gihmpNzHOhy- e8pJWAFnOXsAP8cfMb _kApJ4KTB6G1Pm763ToVzGv2y 0 -1 -8 H I 2 -6 - 0 I I 1 -9 - 0 i I 0 -9 -8 I Scale = 126 1 254 II 354 = 254 II 3x4 = 254 II 4510 = 3x4 II 1 2 4x10 = 3 4 5 454 = 5 ] B 15 ji 1 'MiCgi I I I W . ■: - kill II All I BP .1n. 11 WirM M1e I - al■Y, W. 1- 13 12 11 10 9 458 = 254 II 254 I I 4x10 = 456 = 458 = I 8 -0 -0 18 -8 -0 1 0 -4 -0 1 15.7.8 I 8 -0 -0 0 -8 -0 0 -8 -0 6 -3 -8 - Plate Offsets (X,Y): (4:0- 1- 8,Edge1, (5:0- 1- 8,Edge), [9:Edge,0 -1 -8[, (11:0- 1- 8,0 -0 -01, 112:0- 1- 8,Edge), [13:0- 3- 8,Edge), (14:Edge,0 -1 -81, [15:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (roc) 1 /deft - L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.19 12 =13 >984 360 MT20 ' 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.32 12 -13 >569 240 BCLL 0.0 Rep Stress Incr YES WB 0163 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 80 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G • end verticals. WEBS 4 X 2 DF Std G • BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb/size) 14= 839/0 -3 -8 (min. 0 -1 -8), 9= 846 /Mechanical FORCES (lb) - Max. Comp. /Max. Ten. - At forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 2868/0, 3 -4 =- 2868/0, 4 -5 =- 3073/0, 5 -6 =- 2835/0, 6 -7 =- 2839/0 BOT CHORD 13 -14= 0/1713, 12- 13= 0/3074, 11- 12= 0/3073, 10 -11= 0/3068, 9 -10= 0/1723 WEBS 2 -14 =- 1855/0, 2 -13= 0/1236, 3 -13 =- 306/0, 4 -13 =- 519/103, 7 -9 =- 1871/0, 7 -10= 0/1193, 5 -10 =- 634/80 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. ' 4) This truss is designed in accordance with the 2009 International Residential Code sections R502,11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -100 (0.131" X 3 ") nails. Strongbacks' to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard -S <5\ PR OF -SS � �, LNG( Fq io2 / / Vr . p ►, N. �. • • 2` '�Qi� FR S . 1 \ Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 .: oar c xt _ s . .,_. R le5 - - rwlra+ r is �vp.w - a s' wE -- ? r., ger ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NI11 -747.3 rev. 10'08 BEFORE USE ds Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 3 '' : - I Applicability of design param enters and proper incorporation of component it responsibility of budding designer - not truss designer. Bracing shown MiTek* C� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding TO f abrication, quality control, storage, delivery, erection and bracing, consult ANSI /T PI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl R33099772 B1105879 -B 15 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:24:03 2011 Page 1 I D: La5k9S_ VH0am6f17gihmpNzHohy- bXx4xsG2Y86teSm1 T01 C F EO LEHuiklM3aQYZtOzGv2w I 2-6-0 1 1-0-4 1l 1-4 -0 I 4 -a I I 0-11 -12 1 ° Scala =1726 6 Spsc�a1 254 I I 354 2x4 3x4 II 4x6 = 2x4 4x6 = 3x4 = ii oii .1 ........11. 1 2 458 = 3 4 456 = 5 6 7 8 9 III �1` 1, tI L 2 b , 71, 14 15 14 k ,2 „ 454 = 2x4 II 254 II 3x4 = 458 = 4512 = 458 = 7 -11 -12 I 15 -11 -0 I 7 -11 -12 7 -11 -4 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [2:0- 3- 8,Edge], [3:0- 1- 8,Edge], [4:0- 1- 8,Edge], [6:0- 1- 8,Edge], [7:0- 1- 8,0 -0 -0], [8:0- 1- 8,Edge]; [9:0- 1- 8,Edge], [10:Edge,0 -1 -8], [11:0 8,Edge] 112.0- 1- 8,Edge), [14:0- 1- 8,0 -0 =0), f15:0- 1- 8,Edge), [16:Edge,0 -1 -81, 117:0- 1- 8,0 -1 -81 . LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) I /dell L/d PLATES GRIP • TCLL 40.0 , Plates Increase 1,00 TC . 0:73 Vert(LL) -0.10 15 -16 >900 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0:70 Vert(TL) -0.19 15 -16 >489 240 - BCLL 0.0 Rep Stress Incl NO VVB 0.21 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code IRC20091TP12007 (Matrix) Weight: 89 lb FT = 0 %F, 0 %E LUMBER BRACING TOP, CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr C end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 16= 714/0 -3 -8 (min. 0 -1 -8), 10= 442/0 -3 -8 (min. 0 -1 -8), 13= 1061/0 -3 -8 (min. 0 -1 -8) Max Grav16= 735(LC 7), 10= 463(LC 4), 13= 1061(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1715/0, 3 -4 == 1727/0, 4 -5 =- 302/0, 5 -6 =- 302/0, 6 -7 =- 963/0, 7 -8= -960/0 BOT CHORD 15- 16= 0/1451, 14- 15= 0/1727, 13- 14= 0/1727, 12 -13= 0/963, 11 -12= 0/963, 10 -11 =0/838 WEBS ' 2 -16 =- 1573/0, 4 -13 =- 1592/0, 2 -15= 0/421, 3 -15 =- 328/0, 8 -10 =- 902/0, 6 -13= -822/0 NOTES 1) Unbalanced floor live loads have been considered for this design. , 2) A plate rating reduction of 20% has been applied for the green lumber members. . 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. . 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. . 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. - 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down at 3 -10 -4 on top chord. The design /selection of such connection device(s) is the responsibility of others. 8) 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 QED PROF 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 '<<' s s Uniform Loads (plf) �5 0 N �]N E.R /C) Vert: 10- 16 = -10, 1- 9 = -100 �� / *- Concentrated Loads (Ib) Q 16'.'40!,/ Vert: 3=-500(F) _ r •,' X 14 (DREG* 'I `> M F' s . ' \C-\ Digital Signature EXPIRATION DATE: 06/30(12 May 13 4 • WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE FIII.7473 reo, I0 BEFORE USE. ?:J A Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. a S 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 MiTek" erector. Additionol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ows ro eA fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /Tilt Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl R33099773 B1105879 -B 16 -FT Floor Truss 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Fri May 13 11 24:04 2011 Page 1 ID: La5k9S_ VH0am6f17gihmpNzHOhy- 3jVS9CHgJSEkGcLE1 kYRoRxcuhGjT97Dp417PgzGv2v 0 -1 -8 H 2 -6 -0 1 -3 -3 1 1 -4 -0 1 -1 -5 I 01-1�- 8ca1e 3 1 20 1 3x4 = 4x8 = 2x4 II 2x4 11 1 2x4 11 2 3 4 3x4 = 5 224 11 6 4x8 = 7 3x4 = 13 �� 4 , IMMI■milININI �1 l q Iill mom 1r ��� lip 4 1111 - alla IlhV 1117Z MI " ' am 11 10 9 3x8 = 4x4 = 2x4 in 4x10 = 4x10 = 4 -0 -3 4 -] - }1 4-9-11 s -s -11 12 -1 -0 4 -0 -3 0 -1 -b 0 -8 -0 0 -8 -0 6 -7 -5 Plate Offsets (X,Y): [2:0- 3- 2,Edge], [3:0- 1- 8,Edge], [4:0- 1- 8,Edge), [6:0- 2- 2,Edge], [7:0- 1- 8,Edge], [8:Edge,0 -1 -8], [10:0- 1- 8,Edge], [11:0- 1- 8,Edge], [12:Edge,0 -1 -8), [13:0 -1 -8 ,0- 1- 81,114:0- 1- 8,0 -1 -81 . LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.09 9 -10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -0.18 8 -9 >798 240' BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0,03 8 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 56 lb FT = O%F, 0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G ' TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 12= 645/0 -5 -8 (min. 0 -1 -8), 8= 645/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 1724/0, 3- 4=- 1732/0, 4- 5=- 1878/0, 5 -6 =- 1882/0 BOT CHORD 11- 12= 0/ 1330, 10 -11= 0/1732, 9 -10= 0/1736, 8 -9= 0/1320 WEBS 3 -11 =- 261/0, 2 -12 =- 1422/0, 2 -11= 0/607, 6 -8 =- 1413/0, 6 -9= 0/606, 5 -9 =- 271/0, 4 -9 =- 142/328 - . NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard - • 2 9 e f 6 'i' = -E r- 0) 4, 2 E. x, � R s. " `4 Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 . _ .- o`< .. r ^yam - -. '.a�nai,.i.. _,as -Q e.. . -�. . A WARNING - Verify design parameters and READ NOTES ONTEIS AND INCLUDED MITEKREFERENCE PAGE MTf-7473 rev. 10 -'08 BEFORE USE, -. 7 '`' 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 param enters 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 responsibillify of the " i g Tek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER ro . fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI /TPl1 quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte- Summer Cr Phase II Bid 1 Main Fl R33099774 B1105879 -B 19 -FT Floor Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 13 1243.48 2011 Page 1 I D. La5k9S_VH0am6fl7gihmp NzHOhy- Gjlf?BmxefvwZ59_yy5oAY4 Bj65KNpfNuN9GKYzGtu9 0 -1 -8 H I 2 - 0 I 1 I I 0 I Scale = 1:17.3 Camber = 1/8 in 3x6 = 4x8 = 2x4 II 3x4 II 1 3x4 = 2 3 4 204 II 54x8 _ 6 11 .� I�� T�� n . Mill - I 10 / 9 6 3x4 = 7 3x4 = 4x10 = 4x8 = • 0 -4 -4 • 0)1 -B 1 10-8.0 0 -i -13 10 -3 -12 0-2-17 - Plate Offsets (X,Y): )2:0- 3- 15,Edge), (3:0- 1- 8,Edgel, 14:0- 1- 8,0 -0 -01, )5:0- 3- 2,Edge), 17:Edge,0 -1 -8), )8:0- 1- 8,Edge), )9:0- 1- 8,Edgel, [10:Edge,0 -1 -8), 111:0=9- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40 :0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.06 7 -8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.18 7 -8 >706 240 BCLL 0.0 - Rep Stress 'nor YES WB 0.23 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 51 lb FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 10= 560/0 -5 -8 (min. 0 -1 -8), 7= 573 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 1447/0, 3- 4=- 1450/0, 4 -5 =- 1448/0 BOT CHORD 9- 10= 0/1158, 8- 9= 0/1450, 7- 8= 0/1127 WEBS 5 -7 =- 1212/0, 2 -10 =- 1224/0, 5- 8= 0/434, 2 -9 =0/444 , JOINT STRESS INDEX 1 = 0.05, 2 = 0.99, 3 = 0.11, 4 = 0.08, 5 = 0.97, 6 = 0.05, 7 = 0.89, 8 = 0.82, 9 = 0.96, 10 = 0.86, 11 = 0.00 and 11 = 0.00 NOTES 1) Unbalanced floor live loads have been considered for this design 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. . 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���� - • PR OF-4: 7) CAUTION, Do not erect truss backwards. E . LOAD CASE(S) Standard C� �NG)NE� �� / O 4 16:: ►' 1- ;� r • � o • O � Digital Signature 1 EXPIRATION DATE: 06/30/12 May 13,2011 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 1411 74 rev, 10'08 BEFORE USE ,a Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for on individual building component. 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 responsibiliity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibihfy of hhe building designee. For general guidance regarding POW6I7 TO PERFORM.. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DS 8-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte - Summer Cr Phase II Bld 1 Main Fl R33099775 81105879 -B 1 -FTGE Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 Mi Tek Industries, Inc. Fri May 13 11 24.06 2011 Page 1 ID. La5k9S_ VHOam6f17gihmpNzHOhy- ?6dCauJwr3VSVvUc89avtsOzeU1 tx_tVHOnDTjzGv2t o -Ha b -Ha Scale = 1,30 3 3x4 = 546 = 556 = 354 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 li ri YI � Y II I hi ■ • ■ � I I I I I � I 1� a a �I �I � %1 % ll 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 556 = 456 II 456 = 556 = I 18-1 -8 18-1 -8 Plate Offsets (X,Y): (2:0- 1- 8,Edgel, (14:0- 2- 12,Edge(, [15:0- 1- 8,Edgel, [16:Edge,0 -1 -81, (18:0- 1- B,Edge), 131:0- 1- 8,0 -1 -81, 132:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (roc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL), n/a - n/a 999 MT20 220/195 TCDL 10,0 Lumber Increase 1.00 BC 0.22 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.01 24 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:'81 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 4 X 2 DF Std G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD BELOW. REACTIONS All bearings 18 -1 -8. (lb) - Max Horz 30 =31(LC 2) Max Uplift All uplift 100 lb or less at joint(s) 17 except 30 =- 1699(LC 2), 16=- 1142(LC 3), 29=- 1590(LC 3), 18=- 1108(LC 2) Max Gray All reactions 250 lb or less at joint(s) 28, 27, 26, 25, 24, 23, 22, 21, 20, 19, 17 except 30= 1799(LC 3), 16= 1251(LC 2), 29= 1892(LC 2), 18= 1446(LC 3) FORCES (lb) - Max. Comp. /Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2 =- 289/284, 2 -3 =- 1754/1745, 3 -4 =- 1420/1412, 4 -5 =- 1087/1078, 5 -6 =- 754/745, 6 -7 =- 420/412, 7 -8 =- 255/246, 8 -9 =- 588/580, 9 -10 =- 922/913, 10- 11=- 1255/1246, 11 -12 =- 1588/1580, 12 -13 =- 1922/1913, 13 -14 =- 2255/2246 BOT CHORD 29 -30 =- 2032/2041, 28 -29 =- 1761/1769, 27 -28 =- 1427/1436, 26- 27=- 1094/1103, 25-26=-761/769, 24-25=-427/436, 22-23=-564/573, 21-22=-897/906, 20-21=-1231/1239, 19 -20 =- 1564/1573, 18 -19 =- 1897/1906, 17 -18 =- 571/625, 16 -17 =- 721/775 WEBS 2- 29=- 1878/1605, 2 -30 =- 2691/2686, 14- 16=- 1468/1369, 14 -18 =- 2106/2048 NOTES 1) Unbalanced floor live loads have been considered for this design. ' 2) All plates are 2x4 MT20 unless otherwise indicated. � S 1 PR OFF S 3) Gable requires continuous bottom chord bearing. " NG) N6 6 >_, 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1 -4 -0 oc. Q w -- .9 6) A plate rating reduction of 20% has been applied for the green lumber members. 16 t" 0- t 7) Provide mechanical conr(ection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17 except (jt =lb) - 30= 1699,16= 1142,29= 1590,18 =1108. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced "'cif ''" standard ANSI/TPI 1. A OREG 9) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag chord + T��. loads along bottom ord from 0 -0 to 18 -1 -8 for 250.0 plf. -9 4i �' 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. q f 11) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks y / ER S S. 1 N to be attached to walls at their outer ends or restrained by other means. Digital Signature LOAD CASE(S) Standard ( EXPIRATION DATE: 06/30/12 • May 13,2011 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1111-7 rev. 10''08 BEFORE USE. I ■ ® � Design valid for use only with Milk connectors. This design is based only upon parameters shown, and is for an individual building component. 1 Cf t Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ���SSS is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' 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 /TPl1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type qty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl R33099776 81105879 -B 21 -FT Floor Truss 2 1 • Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:24:07 2011 Page 1 ID La5k9S_ VH0am6f17gihmpNzHOhy- TIAanEKYcNdJ733pis58Q4Z8WuM3gY4fV2INn09zGv2s 0 -1 -e H 2 -6 -0 1 0 -11 -12 l i 1 -4 -0 1 1 -4-0 1 1 1 -0 -4 1 Scale = 1.26 6 2x4 II 3x4 = 4x6 = 2x4 I I 3x4 I I 4x6 = 2x4 I I 4x6 = 3x4 II 1 2 3 4 456 = 5 6 7 8 9 • 1 7 ■ �I I"► 1 . � � 11 ' X 11 '� 11 e ►, - 1 A 15 14 el 12 11 10 3x4 = 2x4 II I�� 2x4 I I 3x4 = 456 = 4510 = 4x6 = 7 -11 -4 15 -11 -0 7 -11 -4 - 7 -11 -12 - Plate Offsets (X,Y): [2:0- 2- 8,Edge], [3:0- 1- 8,Edge], [4:0- 1- 8,Edge], [60- 1- 8,Edge], [7:0- 1- 8,0 -0 -0], [ 8:0- 2- 1,Edge],'[10:Edge,0 -1 -8], [11:0- 1- 8,Edge], [12:0- 1- 8,Edge], [14:0 -1 -8 ,0 -0 -0], f15:0- 1- 8,Edge], [16:Edge,0 -1 -8], [17:0= 1- 8,0 -1 -8] - LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft L/d PLATES GRIP . TCLL 40.0 Plates Increase 1.00 , TC 0.27 Vert(LL) -0,04 10 -11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 10 -11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.02 10 n/a n/a • BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 74 lb FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 OF'No.1 &Btr G end verticals. WEBS 4 X 2 DF'Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 16= 399/0 -3 -8 (min. 0 -1 -8), 10= 407 /Mechanical, 13= 911/0 -3 -8 (min. 0 -1 -8) Max Gray 16= 418(LC 7), 10= 427(LC 4), 13= 911(LC 1) FORCES (lb) - Max. Comp, /Max. Ten. - All forces 250,(Ib) or less except when shown. TOP CHORD 2 -3 =- 766/0, 3 -4 =- 765/0, 6-7=-773/0, 7 -8= -773/0 ' SOT CHORD 15- 16= 0/757, 14- 15= 0/765, 13- 14= 0/765, 12- 13= 0/772, 11- 12= 0/773, 10 -11 =0/766 WEBS 5 -13 =- 277/0, 2 -16 =- 806 /0, 4 -13 =- 878/0, 8 -10 =- 823/0, 6 -13= -885/0 NOTES • 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. , • 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. - 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. - 7) CAUTION, Do not erect truss backwards. . . LOAD CASE(S) Standard '\C\''' .PR oF FS S c� ,� �N F q wo 1 ` , r ;. ( / . r • • - EG, ., R S. Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 Seim 1 nturs 8gh - x' — : i ,» - S: S +IY rs9rE `0e11 - '.!E .t:;SIMI IISIS1- aVOWSPE E" f.4 4/f LsOr7MtePe SD A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERBNCE PAGE 1111-7473 rev. 10 -'08 BEFORE USE. ry r. Design valid for use only with Miiek connectors. This design is based only upon parameters shown, and is for an individual building component. "°`°• Applicability of design paiamenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown us B "I � is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilllty of the IV1iTQ.k erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, election and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available frorn Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type qty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl R33099777 B1105879 -B 22 -FT Floor Truss 2 1 Job Reference (optional) _ Pro -Build Clackamas Truss. Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Fri May 13 11:24 07 2011 Page 1 I D: La5k9S_V H0am6f17gi hmpNz H Ohy -TIAan EKYcNdJ733pis58Q4Z57u H igX GfV2 W n 09z Gv2s 0 -1 -8 H I 2 -6 -0 40 6 -e Scale 41.163 46 = Special 10 1 254 II 2 3 2x4 II 11 4 456 = 5 3x4 II It,�/ 111 E MIN 9 ' / 8 2x4 7 3x4 = 6 408 = 408 I 8 -78 8 -7 -8 Plate Offsets (X,Y): 12:0- 1- 8,Edgel, 13:0- 1- 8;0 -0 -01, 14:0- 1- 4,Edge1, (6:Edge,0 -1 -81, 17:0- 1- 8,Edgel, 18:0- 1- 8,Edgel, 19:Edge,0 -1 -81, 110:0- 1- 8,0 -1 -81 LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.11 6 -7 >949 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.20 6 -7 >502 240 BCLL 0.0 Rep Stress Ina NO WB 0.22 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 40 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G - BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 9= 505/0 -3 -8 (min. 0 -1 -8), 6= 538 /Mechanical Max Grav9= 505(LC 1), 6= 553(LC 3) FORCES (lb) - Max. Comp. /Max. Ten. - AM forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 1065/0, 3 -11 =- 1064/0, 4 -11 =- 1064/0 BOT CHORD 8- 9= 0/1064, 7- 8= 0/1065, 6- 7= 0/1079 WEBS 4- 6=- 1160/0, 2 -9 =- 1136/0 NOTES , 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. ' 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 209 lb down at 5 -2 -4 on top chord. The design /selection of such connection device(s) is the responsibility of others. 9) 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 �E0 PR 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 �� ss Uniform Loads (plf) � � � NC'(t, F • �Q Vert' 6- 9 = -10, 1 -5= -100 Concentrated Loads (Ib) - • / - 29 f Vert: 11=- 129(B) // r .o OR- %07,,0 41 R S. - 0 Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 ... ® WARNING - Ven design parameters and READ NOTES ON THIS AND INCL UDED NIITEK REFERENCE PAGE MTI -74 rev. 10-'08 BEFORE USE. y j ifij Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. q MiTek' Applicability of design p atom enters 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 fesponsibillity of the i iTek' 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 SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl R33099778 01105879 -B 23 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:24:08 2011 Page 1 I D. La5k9S_ VHOam6f17gihmpNzHOhy- xVkz_ ZKBMhIAIDe7GachyH6lwIkwPOBdkiGKYbzGv2r 0-10-0 I 2-6-0 I PA 1 3x4 I I 2 310 = 7 3 254 II Special Scale = 1.10 6 -■ 6 II 3x4_ Milan " ry 5 Mir 3x6 = 3x6 = 3 -160 3 -10-0 Plate Offsets (X,Y): 11:Edge,0 -1 -81, 13:0- 1- 8,Edge], 16:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (roc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1 00 TC 0.35 Vert(LL) 0.00 5 * * ** 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0:12 Vert(TL) -0.04 4 -5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0 :05 Horz(TL) Q00 4 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 20 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr,G TOP CHORD Structural wood sheathing directly applied or 3 -10 -0 oc purlins, except BOT CHORD '4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 5= 229 /Mechanical, 4= 220/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2 -5= -340/0 NOTES 1) A plate rating reduction of 20% has been applied for the green lumber members. 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 dc and fastened to each truss with 3 -10d (0:131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down at 1 -10 -4 on top chord. The design /selection of such connection device(s) is the responsibility of others. 8) 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) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 4,5 = -10, 1- 3 = -100 ConcentVert rated Loatl(F) NGINE b) <GY . � PR /-, 16 ts" P . _ c • '• • • e) t•' N3 4 MF s . = Ca Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 atl1Ri +'@fi - �C1Rv" �2+. T ,i- 'Sf�.s.'�rk' .'iF4!k�"2k ➢. VScF.•',3./�i_— ,r`n- .'6Y6+_ ski" 4T.: 1�3s..t.'7�_7k,'c�r�CS�i'arza'_ — ffM ik s. � �.r?.,an�.:SY"3.Yti �E'i:�6'J'Nlg*'.YS: CAI'+ X: lR+! iAFi`± 1�_{: 2'6 rFA�bYi ,7'i"xY- :��4'u,;R,:LS'7a ! WARNING - Verify deign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1IIf -7473 rev. 10 -'O8 BEFORE USE. Design valid for use only With Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. " - 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 respon'sibillity of the MiTek' 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 BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 9561a • Job Truss Truss Type Qty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl R33099779 61105879 -B 25 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 Mi Tek Industries, Inc. Fri May 13 11 24:08 2011 Page 1 ID: La5k9S_ VH0am6f17gihmpNzHOhy- xVkz_ZKBMhIAI De ?GacNy H6M31kfPOZokiGKYbzGv2r 0 -1 -8 I' f 2.4 ii 1 -4 -12 2 311 = 3 354 I Scale = 1.106 6 ■. ■■►ill =WAN ■ 5 071 4 3x6 = 3x6 3-3-8 3 -3 -8 Plate Offsets (X,Y): 16:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /defi L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) 0.00 5 "" 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.02 4 -5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 18 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -3 -8 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 5= 161/0 -3 -8 (min. 0 -1 -8), 4= 167 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) A plate rating reduction of 20% has been applied for the green lumber members. 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard ���' PR oFFS c ,5 �NG IN ,Q / 1 `.••PE 9( lb '/ Y. • EGs •• 2i FR S . Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED RIITEIC REFERENCE PAGE MII.74 73 rev. 10 -'08 BEFORE USE, `3 Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. - Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ' �1 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction k the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER ,o ,. fabrication, quality control; storage, delivery, erection and bracing, consult ANSI /tPl1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314 Citrus Heights, -CA, 95610 Job Truss Truss Type Oty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl R33099780 61105879 -B 2 -FT Floor Truss 18 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:24:09 2011 Page 1 ID: La5k9S_ VHOam6f17gihmpNzHOhy- PhILCvLp7_t1 MNDBgH7cWeP4iwo80GyzM ?u41zGv2q 0 -1 -8 H I 2 -6 -0 I 0 1 2 1 , 1 1 -7 -B I I 2 -9 -0 crii 8rale = 1'303 2x4 II 2x4 II 3x4 = 4510 = 2x4 II 558 = 2x4 II 400 = 3x4 = 1 2 3 4 5 6 4x6= 7 It tall . - MI 14 13 12 11 MI 4x8 = 4x10 = 5x6 = 2x4 II 4x10 = 4x8 = 8 -1 -8 5- 09 -0-12 9 -10 -8 • 18 -1-8 8 -1 -8 - 0- - 80 -9 -12 . 0 -9 -12 8 -3 -0' Plate Offsets (X,Y): 15:03- 0,Edge), 16:0- 1- 8,Edge), 19:0- 1- 8,Edge), 110:Edge,0 -1 -8), [12:0- 1- 8,0 -0 -01, 113:0- 1- 8,Edge), 115:Edge,0 -1-81, 116:0- 1- 8,0 -1 -81, 117:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40 -0 Plates Increase 1.00 TC' 0.58 Vert(LL) -0.28 12 v.757 360 MT20 220/195 TCDL 10.0 Lumbetilncrease 1.00 BC 0.72 Vert(TL) - 0.5012 -13 >433 240 BCLL 0.0 Rep Stress lncr YES WB 0.38 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 97 lb FT = 0 %F, 0 %E. LUMBER, BRACING . TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT.CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc,bracing. REACTIONS (lb /size) 15= 977/0 -5 -8 (min. 0 -1 -8), 10= 977/0 -5 -8 ('min. 0 -1 -8) • FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 3448/0, 3 -4 =- 3488/0, 4 -5 =- 4186/0, 5 -6 =- 4188/0, 6 -7 =- 3504/0, 7 -8 =- 3460/0 BOT CHORD 14 -15= 0/2148, 13 -14= 0/4177, 12 -13= 0/4188, 11- 12= 0/4187, 10 -11= 0/2147 WEBS 5 -13 =- 635/480, 2 -15 =- 2304/0, 2 -14= 0/1418, 3 -14 =- 260/0, 4 -14 =- 846/0, 4 -13 =- 545/745, 8 -10 =- 2303/0, 8 -11= 0/1432, 7 -11 =- 318/0, 6- 11= -995/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails, Strongbacks to be attached to walls at their outer ends or restrained by other means, . - . LOAD CASE(S) Standard C��� P OFF Sw �� 16 % ►"+> ' 9 r "3 l',6, ,r ��� - 1 F,/ �, - 8 R s \NCB Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 4€,'1B' . :m,.R".-..F f,. :: '..x4...., 1L... k`> t`: 6i1TY-...:v vv.s-3a- T,li'or..!3:`.v,,y- 473"asrp 2H "i!s, —,,. XA_ .. -.„�, .rs ,NRw:'!,,„. .,-. .,,- ".N- zf,+F:e,,t -lmS '- ,.Q..,i4'S• :... •p... : --.. -. e.;F. ® WARNING - Verify design parameters turd READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 res. I0 -'08 BEFORE U.E. r , # $ 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'param enters 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 i1liTek' 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, 558 - 89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl R33099781 81105879 -B 3 -FT Floor Truss 12 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:24:10 2011 Page 1 ID: La5k9S _VHOam6f17gihmpNzHOhy- ttsjPFM Rul? u _XoNN_fr2iBbJ6Gktrp5BOIRcUzGv2p 0 -1 -a H I 2 -6-0 I I 1 -1 -8 1 1 1 -4 -0 I I 2 -1 -8 I o-Ha scale =1302 254 II 2x4 II 354 = 4510 = 2x4 H 358 = 214 II 2,4 II 4510 = 3x4 = 1 2 3 4 5 e 456 = 7 8 9 Al ._- -. -\_ .'- ._1 - a. 1 .. is t7,., tom J 'e 6 14 13 12 11 458 = 4510 = 3x4 = 244 II 4510 = 4x8 = I ' 9 -0 -o s- i- �9 -9 -8 110 -s-a I 18 -1-0 9 -0-0 0- - 0-8 -0 0 -8 -0 7 -7 -8 Plate Offsets (X,Y)• [4:0- 3- 13,Edge], [5:0- 1- 8,Edge], [6:0- 1- 8,Edge], [9:0- 1- 8,Edge), [10:Edge,0 -1 -8], [12:0- 1- 8,0 -0 -0], [13:0- 1- 8,Edge], [15:Edge,0 -1 -8], [16:0- 1- 8,0 -1 -8], [17:0 -1 -8 ,0 -1 -8] LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.29 13 -14 >736 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.52 13 -14 >415 240 BCLL 0 0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.09 10 n/a n/a BC DL 5.0 Code IRC2009/TP12007 (Matrix) Weight: 97 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 15= 975/0 -5 -8 (min. 0 -1 -8), 10= 975/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 3442/0, 3 -4 =- 3482/0, 4 -5 =- 4134/0, 5 -6 =- 4134/0, 6 -7 =- 3457/0, 7 -8 =- 3424/0 BOT CHORD 14- 15= 0/2145, 13- 14= 0/4136, 12 -13= 0/4134, 11- 12= 0/4133, 10 -11= 0/2145 ' WEBS 2 -15 =- 2301/0, 2 -14= 0/1414, 3 -14 =- 259/0, 4 -14 =- 699/0, 4 -13 =- 300/394, 8 -10 =- 2301/0, 8 -11= 0/1394, 7 -11 =- 268/12, 6 -11= -973/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the greeri lumber members. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �`O <- � G � R F FS ` S �O = 4 ' ✓' E �4 FRS. - Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 y WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NIII -7473 rev. 10 -'08 BEFORE USE. kl i PI Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. - R�.S A pplicabtlily of design poramenters 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 responsibilliiy of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER TO PERFORM fabrication,-quality control, storage, delivery, erection and bracing, consult ANSI/TM quallly Criteria, 568.89 and BCSI - Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl R33099782 81105879 -B 4 -FT Floor Truss 18 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11.24:10 2011 Page 1 ID: La5k9S_V Hoam6f17gihmpNz HOhy -ttsjP FM Ru I ?u_XoN N_f2i Bdy6 Hetm H5BOI RcUzGv2p 0 -1 -8 H I 2 -6 - 0 I 1 -4 - 0 11 1 -1 -0 I 0 14 Scale = 1:26 5 2x4 II 254 II 3x4 = 2x4 II 3x6 = 2x4 II 4510 = 3x4 = 1 2 4x10 = 3 4 5 4x4 = 6 7 8 Iry � ' �" I I T JJi 1a 13 12 11 10 - M. rA 4x10 = 2x4 II 2x4 11 410 = 4x8 = 48 = I 1511 -0 15-11 -0 Plate Offsets (X,Y): [4:0- 1- 8,Edge], [5:0- 1- 8,Edge], [8:0- 1- 8,Edge], [9:Edge,0 -1 -8), [10:0- 4- 0,Edge], [11:0- 1- 8,0 -0 -0], [12.0- 1- 8,Edge], [13:0- 4- 12,Edge], [14:Edge,0 -1 -8], [15:0 -1 -8 ,0 -1 -81, [16:0- 1- 8,0 -1 -8] . , . LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 40.0 Plates:Increase 1.00 TC, 0.45 Vert(LL) - 0.2012 -13 >960 36,0 MT20 . 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0. 12 -13 >553 240 , BC LL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.06 . 9 n/a n/a BCDL . 5.0 Code IRC2009/TP12007 (Matrix) Weight: 80 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 14= 855/0 -3 -8 (min. 0 -1 -8), 9= 855/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2946/0, 3 -4 =- 2947/0, 4 -5 =- 3199/0, 5 -6 =- 2911/0, 6 -7 =- 2915/0 BOT CHORD 13- 14= 0/1751, 12- 13= 0/3200, 11 -12= 0/3199, 10- 11= 0/3196, 9- 10= 0/1759 WEBS 2 -14 = -1 896/0, 2 -13= 0/1279, 3 -13 =- 306/0, 4 -13 =- 566/82, 7 -9 =- 1904/0, 7 -10= 0/1236, 5 -10 =- 636/54 . NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11:1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard - N��0G HESS /a . i 'T' r: E; c 4 FR s. `N Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED TIBTEK REFERENCE PAGE All-7473 rev. 10'08 BEFORE USE. ®�` 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 commenters 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 iviiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Powea ra fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPIt Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl R33099783 B1105879 -B 4 -FTA Floor Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:24 2011 Page 1 ID La5k9S_ VH0am6f17gihmpNzHOhy- qG_ TgsNhQvFcDgymVPhJ77GvXv _RLIPOfKEYhMzGv2n 0 -1 -8 H I 2 -6 -0 I 1 -5 -0 I I 2-5-13 1 1 -1 -0 1 1 1 -4 -0 1 1 1 -1 -3 1 ° - I — I Scale = 1 26 5 2x4 I I Speed 2x4 I I 3x4 = 4x8 = 2x4 II 214 II 2x4 II 418 = 3x4 = 1 2 3 4 588 = 5 6 4x6 = 7 8 9 ,g ill %\ �I J � I M I Ii i IBM Sri MI 1 .11 � Iin 17 I iii i MC o 13 2 1 5x6 = 2x4 II 4x8 = 48 = 4x10 = 4x8 = I 7 -11 -13 1 80--78--13 1 8 -3 -13 i 15-11 -0 I 7 -11 -13 0 -8-s 0 -n -0 6 -7 -3 Plate Offsets (X,Y): [2:0- 3- 8,Edge], [4:0- 3- 8,Edge], [5:0- 1- 8,Edge], [6:0- 1- 8,Edge], [8:0- 3- 8,Edge], [9:0- 1- 8,Edge], [10:Edge,04-8], [12 :0- 1- 8,0 -0 -0], [13:0- 1- 8,Edge], [14:0 -4 -0 ,Edgel, f15:Edge,0 -1 -8], (16:0- 1- 8,0 -1 -8], [17:0- 1- 8,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.70 Vert(LL) -0.12 11 -12 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.18 11 -12 >767 240 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 87 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied. REACTIONS (lb /size) 15= 57/4 -3 -8 (min. 0 -1 -8), 10= 563/0 -3 -8 (min. 0 -1 -8), 14= 1591/4 -3 -8 (min. 0 -1 -8) ' Max Horz 15 =30(LC 9) Max Upliftl5=- 1039(LC 7), 10= -44(LC 8), 14=- 137(LC 8) Max Grav15= 1108(LC 8), 10= 759(LC 7), 14= 2343(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 955/947, 2 -3 =- 2598/3418, 3 -4 =- 1907/2875, 4 -5 =- 3251/1834, 5 -6 =- 2829/1348, 6 -7 =- 2956/1053, 7- 8=- 2512/499, 8- 9=- 918/911 BOT CHORD 14 -15 =- 3338/3710, 13- 14=- 1554/2322, 12- 13=- 1050/2530, 11 -12 =- 1042/2531, 10 -11 =- 194/1533 WEBS 5 -13 =- 499/97, 6 -12 =- 341/85, 2 -15 =- 2615/2856, 2 -14 =- 2261/1435, 3 -14 =- 711/0, 4 -14 =- 1913/148, 8 -10 =- 1658/212, 8 -11 =- 378/990, 7 -11 =- 399/28, 6 -11 =457/980, 4 -13 =- 220/1147 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt =lb) 15= 1039,14 =137. 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) This truss has been designed fora total drag load of 380 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag ckEd PR OFF loads along bottom chord from 0 -0 -0 to 4 -3 -8 for 1409.2 plf. fi ss 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. �NGI NE. �� ,.. . / 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks (✓ to be attached to walls at their outer ends or restrained by other means. Q 16 r 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down at 4 -3 -8 on top chord. The design /selection of such connection device(s) is the responsibility of others 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). - - e, •• LOAD CASE(S) Standard �` A 0'" ON • 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 �` Uniform Loads (plf) - 1,<: MBE • /o Vert: 10- 15 = -10, 1- 9 = -100 ,V' ' R S. -'( Digital Signature Continued on page 2 ( EXPIRATION DATE: 06/30/12 - May 13,2011 - x-ara - sree .. rAt.sis :'imi3amavaa 8 amsasz€`i' - YES' WARNING - Verify design pcu-amet and READ NOTES ON TEfS AND INCLUDED MJTEK REFERENCE PAGE 1111 -7473 re. 10.'08 BEFORE USE. sA :a CO p�p1 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. tT .. .1 C] e Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek. �''S is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTekx erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding rowca ro vsnronx fabrication, quality control, storage, delivery, erection and bracin , consult ANSI /TPI1 Qualify Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl R33099783 811 D5879 -B 4 -FTA Floor Truss 1 1 Job Reference (optional) - Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011,MiTek Industries, Inc. Fri May 13 11 2011 Page 2 ID: La5k9S_ VHOam6f17gihmpNzHOhy- qG_ TgxNhQvFcDgymVPhJ77GvXv _RLiPOfKEYhMzGv2n LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3e- 500(F) • • • • otainaweramemtiems9teiefteaceasieeiammimaisramarkevazzawiersirlailarentMar-egreaszorea(Mmtegmem_taorararammablensgpaeaimemsxmaset3e3aaiti ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED ItII'TEKREFERENCE PAGE MITI -74 rev. 10 -'08 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shoots, and is for an individual building component. T � Applicability of design param enters and proper incorporation of component is responsibility of bidding designer - not truss designer. Bracing shown Sr is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWWP .o PERFORM: fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl R33099784 61105879 -B 5 -FT Floor Truss 2 1 . Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc Fri May 13 11:24:13 2011 Page 1 ID. La5k9S_ VH0am6f17gihmpNzHOhy- ISYs2HOJBDNTr_Xy37CYfLp1 YJDj4B7Xu_z5DpzGv2m 0 -1 -8 H I 2 -6 -0 I 1 -6 -0 I I 1 -0 -0 i t 7 -4 -0 1 1 1 -1 -0 0 ry Scale = 1 26 5 3 4 II 4510 = Spacial II 454 = 254 II 2x4 II 4510 = 354 I I 1 2 3 4 5 6 5x6 = 7 8 9 l i ' �■�w `/�1111111111111111111111ENgil z��w ,o ' l [ � I CI ►� 11 i � ICI - %� i i. 17 \�I ll� I-I I III ll 1 41 gi' in 14 13 12 11 19► 4x8 = 4x4 = 2x4 II 5x10 = 459 = 48 = I 8-0-0 1 8-8-0 1 9-4-0 1 15 -11 -0 I 8 -0 -0 0 -8 -0 0 -8 -0 6 -7 -0 Plate Offsets (X,Y): [4:0- 1- 8,Edge], [5:0- 1- 8,Edge], [6:0- 1- 8,Edge], [9:0- 1- 8,Edge], [10:Edge,0 -1 -8], [12:0- 1- 8,0 -0 -0], [13:0- 1- 8,Edge], [15:Edge,0 -1 -8], [16:0- 1- 8,0 -1 -8], [17:0 -1 -8 ,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.27 13 -14 >704 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.98 Vert(TL) -0.48 13 -14 >394 240 BC LL 0.0 Rep Stress lncr NO WB 0.39 Horz(TL) 0.08 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 87 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -6 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 15= 1222/0 -3 -8 (min. 0 -1 -8), 10= 989/0 -3 -8 (min. 0 -1 -8) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 3967/0, 3 -4 =- 4034/0, 4 -5 =- 4105/0, 5 -6 =- 4099/0, 6 -7 =- 3490/0, 7 -8 =- 3479/0 BOT CHORD 14- 15= 0/2707, 13- 14= 0/4325, 12- 13= 0/4099, 11- 12= 0/4094, 10- 11= 0/2184 WEBS 5 -13 =- 127/280, 2 -15 =- 2915/0, 2 -14= 0/1527, 3 -14 =- 691/0, 4 -14 =- 505/0, 8 -10 =- 2344/0, 8 -11= 0/1409, 6 -11 =- 1019/0, 4 -13 =- 548/239 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/I 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down at 4 -3 -8 on top chord. The design /selection of such connection device(s) is the responsibility of others. 7) 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) Floor: Lumber Increase =1.00, Plate Increase =1.00 a 0 PR Uniform Loads (plf) <(-1s. o] s � s, Vert: 10- 15 = -10, 1 -9= -100 , � a 5 �N / Fy 2 0 � Concentrated Loads (Ib) j Vert: 3=- 500(F) Q /�� • • . E ' r .1 . OR-. O 9 T ` ; g - , - �C F R S. 1 \ Digital Signature EXPIRATION DATE: 06/30/12 j May 13,2011 , -; ;E .OR-_„ ES ""'.�.. . 'Cir IV IIIIMiM 2iIairiaCWSVrF!91.ApX.Yrxif!^F. 2n/t!96:cI es.=r" . _ ., TfiE:'i@f _ 4 ^ .?E ri& iXJ' NNW: ® WARNING - Verrfy design parameters and READ NOTES ON THIS AND INCLUDED I4ITEK REFERENCE PAGE MII -7473 rae. 10 -'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. ° Applicability of design par= enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p 4 p r '' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding POWER o PE fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl R33099785 81105879 -B 5 -FTGE Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar23 2011 MiTek Industries, Inc. Fri May 13 11:24:14 2011 Page 1 ID: La5k9S_ VHoam6f17gihmpNzHOhy- mf6EFdPxyXVKT859cgjnCYMMmjltpbah6ejfmFzGv21 0 -N3 9 -t�r- Scale =1 5 3x4 = 5.6 = 5.6 = 3.4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 27 MAI M Il I II Q I�1 b 1'1 � , rt o gill - 1 111, 2E For a a a ' i I a ���� 26 25 24 23 22 21 20 19 18 17 16 15 14 5.6 = 456 II 456 II 5.6 = I 15-11 -0 15-11 -0 Plate Offsets (X 12:0- 1- 8,Edge1, (13:0- 1- 8,Edge), (14:Edge,0 -1- 81127:0- 1- 8,0 -1 -81, 128:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) - n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0:63 Horz(TL) 0.01 20 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight: 69 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G • TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 ocpurlins, except SOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 4 X 2 DF Std G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS All bearings 15 -11 -0. (Ib) - Max Horz26 =31(LC 2) Max Uplift All uplift 100 lb or less at joint(s) except 26=- 1622(LC 2), 14=- 1734(LC 3), 25=- 1522(LC 3), 15=- 1636(LC 2) Max Gray All reactions 250 lb or less at joint(s) 24, 23, 22, 21, 20, 19, 18, 17, 16 except 26= 1731(LC 3), 14= 1836(LC 2), 25= 1814(LC 2), 15= 1916(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 1 -2 =- 289/284, 2 -3 =- 1674/1654, 3 -4 =- 1340/1321, 4 -5 =- 1007/988, 5 -6 =- 674/654, 6 -7 =- 340/321, 7 -8 =- 346/326, 8 -9 =- 679/660, 9 -10 =- 1012/993, 10 -11 =- 1346/1326, 11 -12 =- 1679/1660, 12 -13 =- 268/264 BOT CHORD 25- 26=- 1942/1961, 24- 25=- 1670/1689, 23- 24=- 1337/1356, 22- 23=- 100371023, • 21 -22 =- 670/689, 20 -21 =- 337/356, 19 -20 =- 311/330, 18 -19 =- 644/663, 17 -18 =- 977/997, 16-17=-1311/1330, 15 -16 =- 1644/1663, 14 -15 =- 1897/1917 WEBS 2- 25=- 1800/1536, 12- 15=- 1902/1650, 2 -26 =- 2585/2566, 12 -14 =- 2648/2628 NOTES 1) Unbalanced floor live loads have been considered for this design. �� PR OF s s 2) All plates are 2x4 MT20 unless otherwise indicated. F 3) Gable requires continuous bottom chord bearing. GlN / 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). ! R � 2 5) Gable studs spaced at 1 -4 -0 oc. 1 • ♦x•� 9 f 6) A plate rating reduction of 20% has been applied for the green lumber members. �' ,,> 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1622 lb uplift at joint 26, 1734 lb uplift at joint 14, 1522 lb uplift at joint,25 and 1636 lb uplift at joint 15. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI /TPI 1. 9) This truss bas been designed fora total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag • � A T / '� , " loads along bottom chord from 0-0-0 to 15 -11 -0 for 250.0 plf. '9 ., 2 � 4/ 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. ✓J R S . ii) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Digital Signature LOAD CASE(S) Standard EXPIRATION DATE: 06/30/12 May 13,2011 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE P91 -14 rev. I0 -'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Qq�j Applicability of design parementers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ' "t �r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MITek" erector. Additional permanent bracing of the overall shuclure is the responsibility of the building designer. For general guidance regarding • e,n fabrication. quality control, storage, delivery, erection and bracing, consult AN51 /lPll Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl R33099786 B1105879 -B 6 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Fri May 13 11.24:14 2011 Page 1 ID: La5k9S_ VH0am6f17gihmpNzHOhy- mf6EFdPxyXVKT859cgjnCYMKhjg ?pfLh6ejfm FzGv21 2 -6-0 I 1-3-8 1 -4 -0 1 -1 -0 0 1 1- 1 Scale = 1 20.1 2x4 II 2x4 II 1 3x4 II 2 4x0 = 3 4 3x4 = 5 2x4 II 6 4x8 = 7 3x4 = 1 %V1 1 ® Ill � 3x8 = 12 11 18 9 4x4 = 2x4 11 4x8 = 4x10 = 4 -2 -0 4 -10 -0 I 5-6 -0 12 -1 -0 4 -2 -0 0 -8 -0 08 -0 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [2:0- 3- 8,Edge], [3:0- 1- 8,Edge], [4:0- 1- 8,Edge], [6:0- 2- 2,Edge], [7:0L1- 8,Edge], [8:Edge,0 -1 -8], (10:0- 1- 8,Edge]; [11:0- 1- 8,Edge], [12:Edge ,0-1 -81, [13:0- 1- 8,0 -1 -81 LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.09 9 -10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.17 8 -9 >815 240 ECU_ 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 60 lb FT= 0 %F,0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 8= 645/0 -3 -8 (min. 0 -1 -8), 12= 651 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 1728/0, 3- 4=- 1736/0, 4- 5=- 1877/0, 5- 6=- 1882/0 BOT CHORD 11- 12= 0/1269, 10- 11= 0/1736, 9- 10= 0/1740, 8- 9= 0/1320 WEBS 2 -12 =- 1376/0, 2 -11= 0/641, 6 -8 =- 1414/0, 6 -9= 0/606, 5 -9 =- 271/0, 4 -9 =- 147/329 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10._2 and referenced standard ANSI /TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks • . to be attached to walls at their outer ends or restrained by other means. . 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard k, T' ` 6.p' E r . V Ac\ 4 OR-J.0 ` 0 ) co . tii� S -0 Digital Signature 1 EXPIRATION DATE: 06/30/12 May 13,2011 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 771 -74 rev. 10'08 BEFORE USE. s4 ° �� ® ryj Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ° Cy Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown pp � - f' " � is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` 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 BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl R33099787 81105879 -8 7 -FT Floor Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackames,OR 97015 -1129 7250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:24:15 2011 Page 1 ID: La5k9S_ VH0am6f17gihmpNzHOhy- ErfcSzQajgdA5lgLAYE0lmuYQ74iYAzgLISCIhzGv2k 1-7-10 Scale = 1:13 1 448 = 1 344 II 2 3 458 = 4 2x4 II Special Special 1 9 3x4 = 0 L 11W 11111 ' . 3x4 II 3x4 II . 8 7 6 48 = 455 = 5 -7 -4 5 -7 -4 Plate Offsets (X,Y): [1:Edge,0 -1- 81,•)2:0- 3- 0,Edge1, 13:0- 3- 0,Edge1, [4:0- 1- 8,Edgel, [5:Edge,0 -1 -81, [8:Edge,0 -1 -81, [9:0- 1- 8,0 -1 -8) . . LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC, 0.14 Vert(LL) -0.02 7 >999 360. MT20 220/195 TCDL 10.0 , Lumber Increase 1.00 Be 0.30 . Vert(TL) -0.03 7 >999 240 - . BCLL 0.0 Rep' 'Stress 'nor NO WB 0.11 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 35 lb FT = 0 %F, 0 %E LUMBER • BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -7 -4 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 8= 845 /Mechanical, 5= 839/0 -3 -8 ;(min. 0 -1 -8) Max Grav8= 902(LC 2), 5= 896(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1356/0 BOT CHORD 7- 8= 0/1358, 6- 7= 0/1356, 5- 6= 0/1357 WEBS 2- 8=- 1578/0, 3- 5=- 1572/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. - 3) Refer to girder(s) for truss to truss connections. , . . 4) This -truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced . standard ANSI/TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. . 7) CAUTION, Do not erect truss backwards. . 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 631 lb down at 1 -9 -0, and 631 lb down at 3 -9 -0 on top chord. The design /selection of such connection devibe(s) is the responsibility of others. 9) 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 ED PR 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 ' 5 ' 6t5's Uniform Loads(plf) Vert: 5- 8 = -10, 1- 4 = -100 - � 2 � Concentrated Loads (Ib) ' 161,►! -i F-- ,. ' r Vert: 2=- 551(F)3=- 551(F) /�.% _ ORE � -o T • Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 f WARNING - Ver•ffj design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411 -7473 rev. 10 -'OR BEFORE USE. e y � I Design valid for use only with,MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. fS .f Applicability of "design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown E -q is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ro x:a fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DS13-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type qty Ply Pulte- Summer Cr Phase II Bld 1 Main Fl R33099788 B1105879 -B 8 -FT Floor Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11 24:16 2011 Page 1 ID :La5k9S_VH0am6f17gihmpNzHOhy -i1 D_gIRCU811 iSFXkFmFHzRboWJTHXK_ayClg8zGv2j 0 -1 -8 H I 2 -6 - 0 1 t -t -0 1 1 2.4 -2 5° I 1-- 40 1-1-6 1 Tale. = 126 9 254 II Special 2x4 II 354 = 3x4 I I 4x8 = 254 II 2x4 II 4510 = 3x4 = 1 2 4x12 = 3 556 = 4 5 6 7 8 9 A- lMINiA- lM11■MeA■MiAji=∎A A `. o ;iI I \ f/ %C [II li V �� /■ 17 ni ire/ ∎ ∎ ice: ∎�∎ 1), 14 73 12 11 8512 = 556 = 356 II 8512 = 558 = 558 = 7 -11 -10 B -7 -10 1 9 -3 -10 i 15 -11 -0 7 -11 -10 0 -6 -0 0 -8 -0 6 -7 -6 Plate Offsets (X,Y): [4:0- 3- 4,Edge], [5:0- 1- 8,Edge], [6:0- 1- 8,Edge], [9:0 -1 -8 ,Edge], [10:Edge,0 -3 -0], [12:0- 3- 0,0 -0 -0], (13:0- 1- 8,Edge), [14:0- 4- 4,Edge], [15:Edge,0 -3 -0], [16:0 -1 -8 ,0- 1- 81,[17:0- 1- 8,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (roc) 1 /deft L/d PLATES GRIP TCLL 40,0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.24 13 -14 >800 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.42 13 =1'4 >453 240 - BCLL 0.0 Rep" Stress Incr NO WB 0.49 Horz(TL) 0.05 10 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight: 113 lb FT = 0%F, 0%E LUMBER • BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -10 -4 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G • . end verticals. WEBS 4 X 2 DF Std G . BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 15= 1461/0 -3 -8 (min. 0 -1 -8), 10= 1052/0 -3 -8 (min. 0 -1 -8) • FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 5003/0, 3 -4 =- 4918/0, 4 -5 =- 4821/0, 5 -6 =- 4821/0, 6 -7 =- 3976/0, 7 -8 =- 3953/0 BOT CHORD 14- 15= 0/3439, 13 -14= 0/5124, 12- 13= 0/4821, 11- 12= 0/4809, 10- 11= 0/2464 WEBS 6 -12= 0/509, 2 -15 =- 3681/0, 2 -14= 0/1910, 3 -14 =- 1019/0, 8 -10 =- 2623/0, 8 -11= 0/1608, 6 -11 =- 1325/0, 4 -13= -650/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ' 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. - 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 882 lb down at 3 -11 -12 on top chord. The design /selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or batik (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plfj �,, 0 PR ope Vert: 10- 15 = -10, 1- 9 = -100 �-- G]; s s/ Concentrated Loads (Ib) N V- //// F . Q Vert: 3=-802(B) �� ‘C 4., � - o 0 e: 0, 6 M Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 1 _ t • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED .NITEICREPERENCE PAGE NIII-7473 rev. I0-'OS BEFORE USE. I A Design valid for use only with LiilIek connectors. This design is based only upon parameters shown, and is for an individual building component. .ti � e Applicability of design pararn enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown -. ';-`a FSFSF5111 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity'of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding P , fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI /TPI1 quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. - Citrus Heights, CA, 95610 Symbols Numbering System A Gener• I Safety Naves PLATE LOCATION AND ORIENTATION 3 Center plate on joint unless x, y Failure to Follow Could Cause Property a offsets are indicated. i 6 -4 -8 I dimensions shown in ft -in- sixteenths Damage or Personal Injury r �� Dimensions are in ft -in- sixteenths. (Drawings not to scale) U4 Applfully y plates to embed both sides teeth. of truss I. Additional stability bracing for truss system, e.g. and diagonal or X-bracing, g, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For 0 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. I MAI, 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. o p O 4. Provide copies of this truss design to the building all For 4 x 2 orientation, locate de signerother i erection nterested supervi parties. sor, property owner and = U = O plates 0- 1:7 from outside a U edge of truss. l kilitX111161. 5. Cut members to bear tightly against each other. 07 -8 C6-7 C5-6 '— BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT 9 Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS /LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION 1 2. Lumber used shall be of the species and size, and ICC -ES Reports: p in all respects, equal to or better than that m e Indicated by symbol shown and /or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95 -43, 96 -31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER -487, NER -561 spacing indicated on design. if indicated. 95110, 84 -32, 96 -67, ER 3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing; or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. II Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek®All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. 411=0 reaction section indicates joint number where bearings occur. ® ®® 17. Install and load vertically unless indicated otherwise. a "`�'' ' -`'� 18. Use of green or treated lumber may pose unacceptable � _`'`.. "I ^ environmental, health or performance risks. Consult with project engineer before use. Industry Standards: - ; — ANSI /TPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone DSB -89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWE,R To PlERF47RM.' " ANSI /TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev. 10 -'08 O y N 48 -00 -00 y All 111":0 y o y 38 -00-00 y 8 -00-00 y y Pb--y 34-00-00 y 4 + 7— •� tip ,. 1 -F1bE -v��� I I z F T \�� a l P 3 FT _ ppp Ax l r I I .. 2F1 \\/40/ 8 g o �: p LL � : 3 -FT ; ' . ■ ? _ ;'.4-;_i " R.; 2 -FT L � .. 2 F i s 3 -FT : , 3 Fr -� z �J 1 g 2 F7 '' 3-FT ° I., 2 -FT I po 2 ', 15 -FT f ,. v g j o x FT .. 2 -FT I - 1 II °- 2 -FT .. N m 1 E ‘ 7,% 1 22 -FT I m ° I i ;' >LUS46 ` Y, 1 ZD_ X j O = 1 25 -FT Z .Z7 2 :.. b I w I g 10 .o -H0 R o - C f O _ - 1 f P P ° N y N f N m) 5 P� P� P P P P P T (� 4 T y Z . D 13/4'%14'LSL 4 4 4 I g m $ V Z 3) rIT---: LUS46 -01Y3 __ R H ti .b g % l m LL 346 - ' q 10 f0 L. �- ' TV4 _ _ _ `' }' �U W 2 K bL (LP} G• •! f VJ . T 4 p ------4 3: I 1'f ° 5 I -n - 4 .11. 4 Z3 13 /4'x14•LSL(UP 4 4 4 - Z m m 7-FT qq�� OT LUS4s - QTY 7 - m .. 'n' z m g I w % % 3 O C,3 00 ; o , _ " — _ �-- 1 - - ,f l-,..1 $ W�i e II m /n I I � -I c i1 Z,D 2-FT M C ° a , ab 'o I � S 1C I Z;o m m E 22 -FT J346 : 2 -FT i I. g' 21 -F7 — " 2 -FT • " :S, - 15-F7 ,. d __. �`■ 2 -Fr % 3-F7 II o 1 - I i, ., e ' 'i . q 2 -FT g O' 21 rQ p xIut 3-FT 1•I x " ,. .:�4, ' N 2-FT II p 3-FT p Qz J S 25 0 T R y i 2-FT u t 3 -FT ■I 1 — FHW ., 111 2-FT II 3-FT I I II I HA 2 -FT y , 3 FT I n 10 -FTGE 1 -FTGE b 34 -00-00 1 1 1 • ° 38 -00.00 ( e-0OAO 1 I 1 I. 48 -00-00 • OF O PH rAD ZD r UY a i �oomF c N N n H 6 O V -,I �^ a ° m t mJ s 6e p4 'z r oam o � ` °H o c ,'0 o O, 1 T z y r,D� .r m . y p 1 O o - io s c m, E „o� s m i '"c °o m�C m m YS- 1 w( °mp cpyo > _mvm, pp zm m i �'ki l * , Eh 3 ~ £ p y 1� am F�m Ao °� p o m g yy 5 G A y b p 'a < O °°T. Tg<<m ` to2g _ E 2 ,4 mmO AF °OCi,y 23'2 .g fm 7e,%,� p - WE Op Ug FOOg. RV i z �ym � p 3 m °m a Z z'° A y ° ° hi m .; � . �( Z ° a3:o 0° 0 i m ° y mm NDm ., e - . 1 • — ;,'>. 1 10° , UPPA reteR p SE p Ave THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. T1____ _____ __._ ''''''' ' '" ' — 15877 SL' 98th A These trusses are designed as individual building ;, rt components to be incorporated into the building design TCLL (PSF): 40 { t. Cl ackamas OR 97015 at specification of the building designer. See the 9 individual design sheets for each truss design identified TCDL (PSF): 10 Phone 1-503-557-8404 on the placement drawing. The building designer is BCLL (PSF): 0 responsible for temporary and permanent bracing of the y BUILDER: DATE: SCALE: BCDL roof and floor system and for the overall structure. The (PSF): 10 Pulte Homes 5/13/2011 NTS design of the truss support structure including headers, TL (PSF): 55 beams, walls, and columns is the responsibility of the PROJECT: DRAWN JOB #: building designer. For general guidance regarding Wind Speed: 100 Summercreek Phase II BY: Subodh N B1105879 B bracing, consult "Bracing of wood trusses" available LL DEFL: L/360 from the.Truss Plate Institute, 583 D'Onifrio Drive; ADDRESS: T Madison, WI 53179 I • • NMI 1•1111 , -- MiTek P1WRR TD PERFORM," MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B1105879 - Fax916/676 -1909 Pulte Summer Cr Phase II bld 1 Upper Fl The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by ProBuild West (Clackamas ,OR). Pages or sheets covered by this seal: R33099649 thru R33099671 My license renewal date for the state of Oregon is June 30, 2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third -party lumber design values. • "<c PR OF4.0 , INFF /' "r 9 vmp A OREG I 4 ' FR s . \ Digital Signature EXPIRATION DATE: 06/30/12 • • May 13,2011 Tingey, Palmer 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 ANSI /TPI 1. • Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099649 B1105879 -A 10 -FTGE Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11'17 55 2011 Page 1 I D: La5k9S_V HOam6f17gihm pNz H Ohy- Mkiyll pC C415VudJvkQvLdaagxPrW BcvzAP SyjzGv8g o -ha 0 -48 Scale = 1 29 5 3x4 = 556 = 354 = 1 2 3 4 5 6 7 8 9 10 11 12 13 5.6 = 14 29 t ��� YI IYI Y IY nl Y IIII YI V 7 1�1 36 I I I I I I 11/ ��I to mi II IN II • I41C A III M �. • 28 27 26 25 24 23 22 21 20 19 18 17 16 15 5x6 = 4x6 I 3x4 II 4x8 = • 17 -7 -8 1778 Plate Offsets (X,Y): [2:0- 1- 8,Edge), (13:0- 1- 8,Edgej, (14:0- 1- 8,Edge), [15:Edge,0 -1 -8), (29:0- 1- 8,0 -1 -81, (30:0- 1- 8,0 -1 -8) . • LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1,00 TC 0.24 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.01 21 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 76 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing, Except: OTHERS 4 X 2 DF Std G 10 -0 -0 oc bracing: 21 -22. QUALIFIED.BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS All bearings 17 -7 -8. (Ib) - Max Horz 28 =31(LC 2) Max Uplift All uplift 100 lb or less at joint(s) except 28=- 1761(LC 2), 15=- 1458(LC 3), 27=- 1659(LC 3), 16=- 1348(LC 2) Max Gray All reactions 250 lb or less at joint(s) 26, 25, 24, 23, 22, 21, 20, 19, 18, 17 except 28= 1868(LC 3), 15= 1592(LC 2), 27= 1953(LC 2), 16= 1690(LC 3) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2 =- 289/284, 2 -3 =- 1834/1817, 3 -4 =- 1501/1483, 4 -5 =- 1167/1150, 5 -6 =- 834/817, 6- 7=- 501/483, 8- 9=- 517/499, 9 -10 =- 850/833, 10 -11 =- 1183/1166, 11 -12 =- 1517/1499, . 12 -13 =- 1850/1833, 13 -14 =- 363/356 BOT CHORD 27- 28=- 2104/2121, 26- 27=- 1832/1850, 25- 26=- 1499/1516, 24- 25=- 1166/1183, 23- 24=- 832/850, 22- 23=- 499/516, 20 -21 =- 484/501, 19 -20 =- 817/834, 18- 19=- 1150/1168, 17 -18 =- 1484/1501, 16 -17 =- 1817/1834, 15 -16 =- 2155/2172 WEBS 2 -27 =- 1939/1673, 13 -16 =- 1674/1364, 2 -28 =- 2797/2781, 13 -15 =- 2686/2673 NOTES 1) Unbalanced floor live loads have been considered for this design. 0,4' PR OF 2) All plates are 2x4 MT20 unless otherwise indicated. . ((51‘°) D � �, 3) Gable requires continuous bottom chord bearing. \�� GIN ". 6>c, 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). C �� - 5) Gable studs spaced at 1 -4 -0 oc. �� 6) A plate rating reduction of 20% has been applied for the green lumber members. 1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1761 lb uplift at joint 28, 1458 lb uplift at joint 15, 1659 lb uplift at joint 27 and 1348 lb uplift at joint 16. 8) This truss Is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI /TPI 1. �.' ye ON 9) This truss has been designed for a total drag load of 250 plf Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag ,O P / loads along bottom chord from 0 -0 -0 to 17 -7 -8 for 250.0 plf. - T < . n'IQE /'�4/ 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. ', 11) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks F S to be attached to walls at their outer-ends or restrained by other means. Digital Sigriature LOAD CASE(S) Standard ( EXPIRATION DATE: 06/30/12 May 13,2011 ; SCI1C9ffidnli f. >Y�'ni aV - - VN I iiraLChKSL =°'tg, $1C71 t .B ® WARNING - Verify design parameters an READ NOTES ON THIS AND INCLUDED MIEI"REFERENCE PAGE MTh 74 73 rev. 10 '08 BEFORE USE. b 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 pararnenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p q - FFF333 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IVIi l'� ek 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, OsB •89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plaie Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314, Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099650 81105879 -A 11 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:17:55 2011 Page 1 ID: La5k9S _VH0am6f17gihmpNzHOhy- Mkiyil pCC415VudJvkQvLd9VJxHrWATvzAP5yjzGv8g 0 -1 -8 H I 2-6-0 ° I I 1 -4 -0 1 0- Scale .1 26.5 2.4 II 2x4 II 3x4 = 2x4 II 4x4 = 2x4 II 4.10 = 354 = 1 2 4510 = 3 4 5 3.6 = 6 7 8 a w n1■10w■11414■ w in - 10 IMII I _ It ' til WI 1n 13 12 11 10 Ei 4.10 = 2x4 II 2.4 II 4x10 = 4.8 - 4.8 = I 6 -7 -0 1 7 -3 -0 1 7 -11 -0 I 15-11 -0 I 6 -7 -0 0 -8 -0 0 -8 -0 8 -0 -0 Plate Offsets (X,Y): (4:0- 1- 8;Edge], [5:0- 1- 8,Edge], [8:0- 1- 8,Edge], [9:Edge,0 -1 -8], [10:0- 3- 12,Edge], [11:0- 1- 8,0 -0 -0], [12:0- 1- 8,Edge], [13:0- 4- 8,Edge], [14:Edge,0 -1 -8], [15:0 -1 -8 ,0 -1 -8], L6:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in floc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.20 10 -11 >959 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.34 10 -11 >553 240 BCLL • 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.06 9 n/a n/a . BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 80 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No:1 &Btr G • end verticals. WEBS ' 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 14= 855/0 -3 -8 (min. 0 -1 -8), 9= 855/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2914/0, 3 -4 =- 2911/0, 4 -5 =- 3199/0, 5 -6 =- 2947/0, 6 -7 =- 2947/0 . BOT CHORD 13- 14= 0/1756, 12 -13= 0/3196, 11 -12= 0/3199, 10- 11= 0/3200, 9- 10= 0/1754 . WEBS 2 -14 =- 1901/0, 2 -13= 0/1239, 4 -13 =- 636/55, 7 -9 =- 1898/0, 7 -10= 0/1277, 6 -10 =- 306/0, 5 -10 =- 566/83 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10 2 and referenced • standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. . LOAD CASE(S) Standard c� �� I N o - ,-,./ '44 2 -9 -" , " vi < i fii4 ,, .02, I . .i,....4,0,„ ,..,_ .0 7 4 , 6 l ca ' RS - ' NN Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 4 I 19 EMI A A WARNING - Verify desiga parameters and READ NOTES ON THIS AND INCLUDED bIITEK REFERENCE PAGE MTI -7473 rev. 10'08 BEFORE USE. ; 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 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 MiTek' 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, 058.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099651 B1105879 -A 12 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:17.56 2011 Page 1 I D: La5k9S_VH0am6f17gihmpNzHOhy -qwG KwNgrzOty72C VTRx8triivLfmFj42Bg8eV9zGv8f 3 -1 -8 H I 2 -6 -0 I P -4 -0 1 I 2 -0 -8 I I 1 -4-0 I I 0 -9 -8 I Scale =126, 254 II 4x4 = 354 = 356 = 254 II 456 = 284 II 3x4 11 1 2 3 4 5 6 454 = 7 8 456 = 9 - i Iw 11f4 $ _rsA �� %1 il ' �'� I II 111 '1 �� 111 ��� �� I� /I�� ' I-I �I II I RO B M ��i1 I i� .0 'Ma M ►∎ .0 - - -, 2 15 / / 2 12 ,1 0 456 = 2x4 2x4 II 456 = 356 = 456 = 48 = 5 -9 -4 8 -0 -0 8 -8 -0 1 9 -4 -0 1 15-7-8 5 -9 -4 2 -2 -12 0 -8 -0 0 -8 -0 8 -3 -8 Plate Offsets (X,Y): 15:0- 1- 8,Edge1, 16:0- 1- 8,Edge), 18:0- 1- 14,Edgej, 110:Edge,0 -1 -8j, 112:0- 1- 8,0 -0 -01, 113:0- 1- 8,Edge), 114:0- 1- 8,Edgel, 117:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.07 11 -12 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.15 10 -11 >796 240 BCLL 0.0 Rep Stress lncr YES WB 0.31 Horz(TL) 0.02 10 n/a n/a , BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 74 lb FT= 0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 6 -0 -0 oc bracing 14 -15. REACTIONS (lb /size) 16= 260/0 -3 -8 (min. 0 -1 -8), 10= 507 /Mechanical, 14= 917/0 -3 -8 (min. 0 -1 -8) Max Grav16= 282(LC 5), 10= 515(LC 3), 14= 917(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4- 5= 0/269, 5 -6 =- 878/0, 6- 7=- 1207/0, 7- 8=- 1216/0 BOT CHORD 15- 16= 0/409, 13- 14= 0/875, 12 -13= 0/878, 11- 12= 0/890, 10 -11 =0/983 WEBS 6 -12 =- 281/0, 4 -14 =- 522/0, 2 -16 =- 434/0, 2 -15 =- 444/0, 3 -15 =- 289/0, 4 -15= 0/601, 5 -14 =- 1195/0, 8 -10 =- 1058/0, 8 -11= 0/250, 7 -11 =- 315/0, 6 -11 =0/554 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 16: "91 c AI' •T •REGVI . Digital Signature EXPIRATION DATE: 06/30/.12 May 13,2011 itzst_.....m -. 1061 it9Z "kliirfi -RISG.0,1*A .XON∎ .EW Al ^:3-.. •`"`M1 - .. . ' " s 14 ) ® WARNING - Verify desige Parameters and READ NOTES ON THIS AND INCLUDED 19IITEK REFERENCE PAGE hIII -7473 rev. 10-'08 BEFORE USE. i. . 3 E' 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 desi n aicmenters and proper p FTe q ' �' a- pp y g p p e incorporation Additional e component of 0 IVIk" is for lateral support of individual web members only. Addi temporary bracing to insure stability during construction is the responsib illify 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, 598 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109' Safely Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 • Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099652 61105879 -A 13 -FT Floor Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:1758 2011 Page 1 ID La5k9S_ VHOam6f17gihmpNzHOhy- nJN5L2s5V? 7gMMMubszczGn2P8KEjdZLf8dIZ2zGv8d 0.1 -e p H I 2 -6 -0 P -4 - ° I 2 -0 -8 I I 1 -4 -0 I I 0 -2-8 I Scale = 1261 2x4 II 4x4 = 3x4 = 356 = 2x4 II 456 = 2 x 4 II 3x4 II 1 2 3 4 5 6 4x4 = 7 8 4x6 = 9 + Itttt - :. t!1 . 1i— 15 13 12 11 10 4x6 = 254 li 2x4 H 4x6 = 3x6 = 4x6 = 458 = I 5-9.4 8 -0 -0 1 8 -8 -0 1 9 -4 -0 1 15-7 -8 I 5 -5 -4 2 -2 -12 0 -8 -0 0 -8 -0 6 -3 -8 Plate Offsets (X,Y): )5:0- 1- 8,Edge), )6:0- 1- 8,Edg], 18:0- 1- 14,Edge), )10:Edde,0 -1 -8), (12:0- 1- 8,0 -0 -0), )13:0- 1- 8,Edge), [14:0- 1- 8,Edge), [17:0- 1- 8,0 -1 -8) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft L/d PLATES GRIP , TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.07 11 -12 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1:00 BC 0.58 Vert(TL) ; 0.15 10 -11 >796 240 BCLL 0.0 Rep Stress Ina YES WB 0.31 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 • Code IRC2009/TP12007 (Matrix) Weight: 74 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. . WEBS 4 X 2 OF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 6 -0 -0 oc bracng: 14 -15. REACTIONS (lb /size) 16= 260/0 -3 -8 (min. 0 -1 -8), 10= 507 /Mechanical, 14= 917/0 -3 -8 (min. 0 -1 -8) Max Grav16= 282(LC 5), 10= 515(LC 3), 14= 917(LC 1) FORCES (Ib) - Max, Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4 -5= 0/269, 5 -6 =- 879/0, 6- 7=- 1207/0, 7- 8=- 1216/0 BOT CHORD 15- 16= 0/409, 13- 14= 0/875, 12- 13= 0/879, 11- 12= 0/890, 10-11=0/983 • . WEBS 6 -12 =- 281/0, 4 -14 =- 522/0, 2 -16 =- 434/0, 2 -15 =- 444/0, 3 -15 =- 290/0,,4 -15= 0/601, 5 -14 =- 1195/0,.8 -10 =- 1058/0, 8 -11= 0/250, 7 -11 =- 315/0, 6 -11 =0/554 NOTES 1) Unbalanced floor live loads have been considered for this design. . 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10,2 and referenced . standard ANSI/TPI 1. , 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 'S ��D P R QFFSS �� --• "7' ,./...A.0 cc� 1 •ii • E i �� -o OREGV�1 ' q . E ` .(/ Rs - t Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 ai rwF — ;, 1. t7 v TZAL, � :1 _ ;- IASMers .! a tt ,rt :,tMUSV rAZ ,i: - _ _ _Q �:ir<:uxxvx 1 ED (a WARNING - Verify design parmneteara and READ NOTES ON THIS AND INCLUDED IIIITEK REFERENCE PAGE M71 -7473 rev, 10'08 BEFORE USE ; 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 "param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p g ' ?. "`333 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Powsa ,a P�afoA.r fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /fP11 Quality Criteria, OSB -89 and BC51 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099653 B1105879 -A 14 -FT Floor Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar23 2011 MiTek Industries, Inc. Fri May 13 11:17:58 2011 Page 1 ID: La5k9S_ VH0am6f17gihmpNzHOhy- nJN5L2s5V? 7gMMMubszczGnOk8lDjeVLf8dlZ2zGv8d 0 -1 -8 H I 2 -6 -0 1 2 -0 -9 I 1 2 -4 -8 I I 1 -9 -7 1 1 0 -9 -8 1 Scale = 126 1 254 II 354 = 355 = 3x4 II 458 = 2x4 II 3x4 II 1 2 3 4 5 454 = 6 7 458 = 8 a __w__iw�_ eAllllllllllll ■11Pt ' w 15 ill all III mi /111.1=1 MI 1 ard / 12 11 10 9 254 11 2x4 I 4x6 = 356 = 4510 = 458 = I 4 -11 -1 I 8 -0 -0 1 6 -8 -0 1 9 -4 -0 15-7 -8 I 4 -11 -1 3 -0 -15 • 0 -8 -0 0 -8 -0 • .5 6•3 -8 Plate Offsets (X,Y): f4:0- 1- 8,Edgel, 15:0- 1- 8;Edoel, 17:0- 3- 2,Edgel, f9:Edge,0 -1 -81, (11:0- 1- 8,0 -0 -01, 112:0- 1- 8,Edgel, [13:0- 3- 8,Edge[, 115:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.11 10 -11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.19 10 -11 >666 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IRC2009 /TP12007 (Matrix) Weight: 73 lb FT = 0 %F, 0 %E" LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G ' TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 14= 242/0 -3 -8 (min. 0 -1 -8), 9= 575 /Mechanical, 13= 867/0 -3 -8 (min. 0 -1 -8) Max Grav14= 287(LC 5), 9= 579(LC 3), 13= 867(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4- 5=- 1239/0, 5- 6=- 1524/0, 6- 7=- 1533/0 BOT CHORD 13- 14= 0/417, 12- 13= 0/1237, 11- 12= 0/1239, 10- 11= 0/1250, 9- 10= 0/1143 WEBS 5 -11 =- 266/0, 2 -14 =- 442/0, 2 -13 =447/0, 4 -13 =- 1337/0, 7 -9 =- 1230/0, 7 -10= 0/420, 6 -10 =- 316/0, 5 -10 =0/483 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard , � F ,�p P R QFF�, ��c, �NGIN6 fr / 16 r ' ° .o T i • * ON �� , 9 � �� BE '- /0,X, M F R s. Digital Signature • L EXPIRATION DATE: 06/30/12 May 13,2011 ♦ - .. .y -. J .. .uw .. J..il... :P` � ' t•. '..e:.. 1', • - .,.,,,. : V- . a - .i ,. X25- .... .. .�:. n - .., n` °Y:.k� '4 4 - r �nev°n". .x. .' A': a $' • �_:•'+^ .. .. .:•'. -' ! � .'&� _ Tfi1Pi.F' _ c`.4E :vi_ ._ ,k WARNING - Verify design parameters and READ NOTES ONTITIS AM) INCLUDED bIITEIKREPERENCE PAGE NIII77473 rev. 10178 BEFORE USE. s : s Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. '4°' Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown fS ''u is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding *_ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Summer Cr Phase H bid 1 Upper Fl R33099654 61105879 -A 15 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:17:59 2011 Page 1 I D: La5k9S_VH0am6f17gihmpNz HOhy -F VxTYOtjGJFX_Wx48aVrVTKB WYhS S50 Uto NJ5UzGv8c I 2-6-0 1 1-0-4 11 1 -4-0 1 I 230 II 1-6-4 11 1-2-8 1 01� Scale= 1269 2x4 0 354 0 4x6 = 2x4 H 3x4 II 4x6 = 214 0 3x4 = 1 2 3 4 4x6 = 5 6 7 8 w = 9 '.' 111110 IMI '7 ' 1 ' ► 16 16 14 a 12 11 02 3x4 = 2x4 II 2x4 0 1,4 = 458 = 4512 = 4x8.= I 7 -11 -12 1 16-1 -0 1 7 -11 -12 8 -1-4 Plate Offsets (X,Y): [1:Edge,0,1 -8], [3 :0- 1- 8,Edge], [4:0- 1- 8,Edge], [6:0- 1- 8,Edge], [7:0- 1-- 8,0 -0 -0], [8:0- 0- 14,Edge], [9:0- 1- 8,Edge]; [10:Edge,0 -1 -8] „[11:0- 1- 8,Edge], [12:0 -1 -8 ,Edge], 114:0- 1- 8,0 -0 -01, 115:0- 1- 8,Edoe), 116:Edge,0 -1 -81, [17:0- 1- 8,0 -1 -81 LOADING (psf) . SPACING 2 -0 -0 CSI DEFL in (roc) I /dell L/d PLATES GRIP . TCLL 40.0 Plates Increase 1:00 TC 0.52 . Vert(LL) -0.09 10 -11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.17 10 -11 >565 240 BCLL 0.0 Rep Stress lncr NO WB 0,23 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 74 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.T &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1' &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 16= 436/Mechanical, 10= 503/0 -3 -8 (min. 0 -1 -8), 13= 927/0 -3 -8 (min. 0 -1 -8) Max Grav16= 463(LC 7), 10= 571(LC 4), 13= 927(LC 1) • FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 929/0, 3 -4 =- 930/0, 4 -5 =- 254/0, 5 -6 =- 254/0, 6 -7 =- 1255/0, 7 -8 =- 1251/0 BOT CHORD 15- 16= 0/860, 14 -15= 0/930, 13- 14= 0/930, 12- 13= 0/1253, 11- 12= 0/1255, 10- 11= 0/1127 WEBS 2 -16 =- 924/0, 4 -13 =- 800/0, 8 -10 =- 1204/0, 6 -13 =- 1136/0, 8 -11 =0/250 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied,for the green lumber members. • 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and,3802.10.2 and referenced standard ANSI/TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Q ED PR OFF Vert: 10- 16 = -10, 1- 9 = -100 \�G s s Concentrated Loads (lb)" ,C? � l`G[ � • / �2 Vert: 7 = -131 Q 1 ; - r ma c ' A -o ORE T \ '4 F <'11,6.; S� �`NCfi • Digital Signature EXPIRATION DATE: 06/30/12 3 May 13,2011 . 127:1119A A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED PET EK REFERENCE PAGE MII-7473 res, 10 -'O8 BEFORE USE p ®� Design valid for use only with MtTek connectors. This design Is based only upon parameters shown, and is for on individual building component. �1 Applicability of design perainenters and proper incorporation of component is responsibility of building designer -.not truss designer. Bracing shown � d1, !�I�',y is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction b the responsibillity of the iVl iTek' erector. Additional permanent bracing of the overall shuctule 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 KS! Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Sty Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099655 81105879 -A 16 -FT Floor Truss 11 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11 18 00 2011 Page 1 ID: La5k9S _VHOam6f17gihmpNzHOhy- jiVrlktLl cNObgWGIH042hsPuylbBX0e6S6sewzGvab 0 -1 -8 H I 260 ae 1-4-0 1-1-0 01 I I I sczle = t 20 1 3x4 = 4x8 = 254 II 2x4 II 1 2x4 II 2 3 4 314 = 5 2x4 II 6 4x8 = 7 3x4 = w * wo �.� ;� 13 Ii I • J 1I 4 =, 11 0 9 3x8 = II . AIL '/ 454 = 2x4 4x10 = 4x10 = 4 -0 -8 4 -0 4 -10-0 5 -6 -0 12 -1 -0 4 -0 -8 0 -1- 0 -8 -0 0 -8 -0 6 -7 -0 Plate Offsets (X,Y): [2:0- 3- 2,Edge], [3:0- 1- 8,Edge], [4•0- 1- 8,Edge]; [6:0- 2- 2,Edge], [7:0- 1- 8,Edge], [8:Edge,0- 1' -8], [10:0- 1- 8,Edge); [11:0- 1- 8,Edge], [12:Edge,0 -1 -8], [13:0 -1 -8 ,0- 1- 8],[14:0- 1- 8,0 -1 -8[ LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.09 9 -10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -0.18 8t9 >800 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight: 56 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 12= 645/0 -5 -8 (min. 0 -1 -8), 8= 645/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 1728/0, 3- 4=- 1735/0, 4- 5=- 1877/0, 5- 6=- 1882/0 BOT CHORD 11 -12 =0/ 1329, 10 -11= 0/1735, 9 -10= 0/1739, 8 -9= 0/1320 WEBS 3 -11 =- 257/0, 2 -12 =- 1421/0, 2 -11= 0/607, 6 -8 =- 1414/0, 6 -9= 0/606, 5 -9 =- 271/0, 4 -9 =- 144/327 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0,131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard • ' ��ED P R UFF c.. N ' 6) /o `� ` 6 ` '� 'E v � . A �4 ' OR .2.0 .co �- - 4 '''1,7,. RSA\ Di Signature EXPIRATION DATE: 06/30/12 i May 13,2011 WARNING - Verrill design parmnetes-a and REx4D NOTES ON THIS AND INCLUDED MITES REFERENCE' PAGE MII -7473 rev. 10 -'08 BEFORE USE. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. 1 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 I MiTek/ 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 /TPI7 quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099656 81105879 -A 19 -FT Floor Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Nov 19 2010 MiTek Industries, Inc. Fri May 13 12:41:03 2011 Page 1 ID: La5k9S_ VH0am6t17glhmpNzHOhy- bzgHNmmRVy7KG12Hnod6 _II_MdnkDCp5yCh21 czGtwk 0 - 1 - 8 H I 2 - - 1 -8 -0 0-7-8 Scale = 1:17.3 Camber = 1/8 in 3x6 = 4x8 = 2x4 II 3x4 II 1 3x4 = 2 3 4 2x4 II 5 4x8 = 6 . s 11 MO `Iii 11 ��� 1 III • - 1 111 I� 4 111 �� Wig.: Ili Al 10 9 8 3x4 = 7 3x4 = 4x10 = 4x8 = 0 -4-4 ]1 - :' I 10-8 -0 - i 0 -1- 10 -3 -12 na -12 - Plate Offsets (X,Y): [2:0- 3- 15,Edge1 [3:0- 1- 8,Edge], [4:0- 1- 8,0 -0 -01, [5:0- 3- 2,Edge], [7:Edge,0 -1 -81, [8:0- 1- 8,Edge1, [9:0- 1- 8,Edge], [I0:Edge,0 -1 -81, [11:0- 1- 8,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates,Increase 1.00 TC 0.28 Vert(LL) -0.06 7 -8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.18 7 -8 >706 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.02 7 n/a n/a ' BCDL . 5.0 Code IRC2009/TPI2007 (Matrix) Weight' 51 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 10= 560/0 -5 -8 (min. 0 -1 -8), 7= 573 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1447/0, 3 -4 =- 1450/0, 4 -5 =- 1448/0 BOT CHORD 9 -10= 0/1158, 8- 9= 0/1450, 7-8=0/11,27 WEBS 5- 7=- 1212/0, 2 -10 =- 1224/0, 5 -8= 0/434, 2 -9 =0/444 JOINT STRESS INDEX 1 = 0.05, 2 = 0.99, 3 = 0.11, 4 = 0.08, 5 = 0.97, 6 = 0.05, 7 = 0.89, 8 = 0.82, 9 = 0.96, 10 = 0.86, 11 = 0.00 and 11 = 0,00 NOTES 1) Unbalanced floor live loads have been considered for this design. . 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � �. O D O,- 7) CAUTION, Do not erect truss backwards. i O LOAD CASE(S) Standard C 'C'' , . �� / • �. . - o;: � , � AN R 5 .I � • Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 ruin i=ititObilvilAS.S S".b93i. ' + '£csx _'7t.'Di-..7.* `.'.'Y•.": rRT A"5:K, .:.:... .ue✓.,is iR.i'. ritmeis35a . ..r Y.•.t e:.itiZtX.a?9iC t Tar $.T . .. = .R`.. "? i, istb - bits, , srli iiriAlrrl193;': 1 :.n'1f.';'itir 11112 60 Li ® WARNING - Verify desigre parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE 5411-74 73 rev. 10-'08 BEFORE USE, 47 . Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individual building component. a ; r ,,- 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 responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding owE ,o fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 i . Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099657 61105879 -A 1 -FTGE Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Fri May 13 11'18:02 2011 Page 1 ID. La5k9S_ VH0am6f17gihmpNzHOhy- f4dbAQvbZEderzffgi2Y76ymVmolfMmxamczipzGv8Z 0 -He 0 -He Scale = 1 30 3 354 = 5x6 = 5x6 = 3x4 = 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 0 32 Erg! I 1 1 111 PI 11 PI li PI ill NI VA Ilin a� Al 30. 29 28 27 26 25 24 23 22 21 20 19 18 17 16 556 = 4x6 II 4x6 = 5x6 = I 18-1 -8 18-1 -8 Plate Offsets (X,Y): f2'0- 1- 8,Edge1, 114:0- 2- 12,Edgel, (15:0- 1- 8,Edge1, f16:Edge,0 -1 -81, 118:0- 1- 8,Edgel, [31:0- 1- 8,0 -1 -81, (32:0- 1- 8,0 -1 -81 LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) n/a - n/a 999 BCLL 0.0 . Rep Stress Incr YES WB 0.61 Horz(TL) 0.01 24 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 81 lb FT = 0 %F, 0 %E LUMBER BRACING . TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 4 X 2 DF Std G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS All bearings 18 -1 -8. (lb) - Max Horz 30 =31(LC 2) Max Uplift All uplift 100 lb or less at joint(s) 17 except 30=- 1699(LC 2), 16=- 1142(LC 3), 29=- 1590(LC 3), 18=- 1108(LC 2) Max Gray All reactions 250 lb or less at joint(s) 28, 27, 26, 25, 24, 23, 22, 21, 20, 19, 17 except 30= 1799(LC 3), 16= 1251(LC 2), 29= 1892(LC 2), 18= 1446(LC 3) FORCES (lb) - Max Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2 =- 289/284, 2 -3 =- 1754/1745, 3 -4 =- 1420/1412, 4 -5 =- 1087/1078, 5 -6 =- 754/745, 6 -7 =- 420/412, 7 -8 =- 255/246, 8 -9 =- 588/580, 9 -10 =- 922/913, 10 -11 =- 1255/1246, 11 -12 =- 1588/1580, 12 -13 =- 1922/1913, 13 -14 =- 2255/2246 BOT CHORD 29- 30=- 2032/2041, 28- 29=- 1761/1769, 27 -28 =- 1427/1436, 26- 27=- 1094/1103, • 25 -26 =- 761/769, 24 -25 =- 427/436, 22- 23=- 564/573, 21 -22 =- 897/906,20 -21 =- 1231/1239, 19 -20 =- 1564/1573, 18 -19 =- 1897/1906, 17- 18=- 571/625, 16 -17 =- 721/775 WEBS 2- 29= -1878/ 1605,2 -30= -2691/ 2686,14 -16 =- 1468/1369,14 -18 =- 2106/2048 NOTES • _ 1) Unbalanced floor live loads have been considered for this design. - 0 PRO 2) All plates are 2x4 MT20'unless otherwise indicated. s k ' e, V 3) Gable requires continuous bottom chord bearing. G‘; • (0 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). ,Sp 5) Gable studs spaced at 1 -4 -0 oc. ,� 8 a • E 29 \--- 6) A plate rating reduction of 20% has been applied for the green lumber members. i ! 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17 except (jt =Ib) 30 =1699, 16 =1142, 29 =1590, 18 =1108. 8) This truss is designed in.accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced /7 C' standard ANSI /TPI 1. , :' 4 OR O 9) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag 4 /'`, / ., , --1, loads along bottom chord from 0 -0 -0 to 18 -1 -8 for 250.0 plf. 1<' . ■ E �y 0,'‘, 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. -I S \ \A, ii) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Digital Signature LOAD CASE(S) Standard EXPIRATION DATE: 06/30/12 May 13,2011 ws,..h.. _,,,r.om. -. rw_A9a- ng,?zi7£ . ;- Ha... = .,,,, Tea- ..`T768d3 - !$t FF,, -,- .T -,,, '1. X168x -+ 'iC'dgW- iE'�7 ^' YN. 4 - _ - A WARNING - Verify design paramet era and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MII -7473 rev. 10.08 BEFORE USE, . gg � p p Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. L" .° !p Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity'of the M(Tek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For genera/ guidance regarding .a fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Larne, Suite 109 Safety Information available from Truss Plate Institute, 281 N Lee Street, Suite 312, Alexandria, VA 22314 Citi US Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099658 B1105879 -A 20 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:18:02 2011 Page 1 I D: La5k9S_VH0am6fl7gihm pNz - l0hy- f4dbAQvbZE d6rzffgi2Y76ye_m rTfVDxam czipzGv8Z I 2 -5 -6 1 91-1 t 3.6 = 6 2 254 II Special Scale =1.10 6 EM Ihi i ■5 I � 3x4 — 1Ii! F 4 3x4 II 366 = I 2-11-8 I 2 -11 -6 Plate Offsets (X,Y): )2:0- 1- 8,Edge), )4:Edge,0 -1 -8), )5:0 1- 8,0 -1 -8) : • LOADING (psf) • SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.82 Vert(LL) 0.00 4 * "** 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.01 3 -4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 16 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD .4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly-applied or 2 -11 -8 oc purlins, except BOT CHORD 4 X -2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. ' REACTIONS (lb /size) 4= 199 /Mechanical, 3= 231/0 -3-8 (min. 0 -1 -8) . FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) A plate rating reduction of 20% has been applied for the green lumber members. 2) Refer to girder(s) for truss to truss connections. . 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. , 7) Hanger(s) or other connection device(s).shall be provided sufficient to support,concentrated load(s) 138 lb down at 1 -10 -4 on top chord. The design /selection of such connection device(s) is the responsibility of others. 8) 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) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) . Vert: 3- 4 = -10, 1 -2= -100 Concentrated Loads (lb) Vert:6=- 138(F) ,c <cC�p PR ()Fe ma L N G " F . /O r' r ' ' 0 0, 4 Of - ,R s. 1. \ Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 iiiasiMSx 2 ...ePS 32. A =;L!1 3T ±-'e3.I 25 - 412 ;41 3*_'•.h'..:+G V>_^ ,A^ -i . .s,.rzn 3'.x.'-_:4':Rea'1S.`r 5.W0.4:ra411141 PLT.'�14.83. :S.,aw. 1,662:.- 144Z_*ec3ab' W5rr- '.1 C3>.",r4P- ® WARNING Verify designpar¢;netess and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. 10 -'08 BEFORE USE. ice+ ®�'� Design valid for use only with MiTek connectors. This design n based only upon parameters shown. and is for an individual building component. - .. 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 IY IiTeke erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,n fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /T8I1 Quality Criteria, DSB -B9 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099659 B1105879 -A 21 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Fn May 13 11:18:03 2011 Page 1 ID: La5k9S_ VHOam6f17gihmpNzHOhy- 7HB _OmwEKXmzS7ErNQZngJUx097 ?Ov24oQ LWEFzGv8Y I 1-0-12 2-6-0 I I 1-4 -0 1 1 1 -0 -4 I I Scale = 1.19 9 4x6 = 1 304 II 2 3x4 = 3 3x4 II 6 2x4 II 6 4x6 = 73x4 II 11. III....II 111.1111111111.11110. 72 141111111bilhim.. II I I r, altar. .1111P 12 1� 10 9 3x4 = 2x4 II 3x6 = 4x8 = 4x6 = 3 -11 -4 11 -11 -0 3 -11 -4 7 -11 -12 Plate Offsets (X,Y): [1:Edge,0 -1 -8), [4:0- 1- 8,Edge), [5:0- 1- 8,0 -0 -0), [6:0- 2- 1,Edge), [8: Edge, 0 -1 -81, [ 9:0- 1- 8,Edge),'[10:0- 1- 8,Edgej, (11:0- 3- 4,Edge) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.04 8 -9 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) -0.08 8 -9 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.16 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 57 lb FT = 0%F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 ocpurlins, except BOT CHORD 4 X 2 DF No.18,Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 6 -0 -0 oc bracing: 11 -12. , REACTIONS (lb /size) 12= 171/Mechanical, 8= 413/0 -3 -8 (min. 0 -1 -8), 11= 699/0 -3 -8 (min. 0 -1 -8) Max Grav12= 238(LC 5), 8= 413(LC 1), 11= 699(LC 1) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4 -5 =- 706/0, 5- 6= -708/0 BOT CHORD 10 -11= 0/706, 9- 10= 0/706, 8 -9 =0/728 WEBS 3 -11 =- 289/0, 2 -11 =- 305/0, 2 -12 =- 314/20, 6 -8 =- 782/0, 4 -11= -865/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard \ ` D � � -A N ( O � FS `S� O c4 � / 2 9 - Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 ea ses.:;,'rr 32m> wzcn¢sv:.- sa.,:ali- - --aae raiMbet iLTA s3ztss maSWAIMM r -s °:--r. a ' -, .- ,,a; g as ® WARNING - Verifj design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MTI-74 roe. 10.'08 BEFORE USE. . . >R : Design valid for use only with M7ek connectors. Th¢ design is based only upon parameters shown, and is for an individual building component. 4e , 4 �`' LwJ Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek' �S u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the l V1(rek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ows,,.o M. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 056 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099660 81105879 -A 22 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:18:04 2011 Page 1 I D: La5k9S_VH0am6fl7gi hmpNz HOhy- bTIMb6ws5rup4 Hp2x740CX 1 OtZ0u 7 HfD 1453nhzGv BX 0 -1 -8 H I 2 -6 -0 I I 1 -2 -0 I Scale. 1:199 3x4 = 2x4 II Special 458 = 1 254 II 2 4x8 = 3 4 2x4 II 12 5 8 354 II w i.� w I , �I t 1I �� h in I • 1 9 B 3x6= 7 456 = 458 = 4,03 = I 11 -11 -0 I 11 -11 -0 Plate Offsets (X,Y): 12:0- 3- 8,Edgel, (3:0- 1- S,Edge), 14:0- 1- 8,Edge), 15:0- 3- 8,Edge), 17:Edge,0 -1 -81, 18:0- 1- 8,Edgel, [9:0- 1- 8,Edgel, [10:Edge,0 -1 -8), (11:0- 1- 8,0 -1 -81 LOADING (pst) SPACING 2 -0 -0 CSI . DEFL in (loc) 1/deft L /d, - PLATES GRIP , TOLL 40.0 . . Plates Increase 1.00 TC 0.67 Vert(LL) -0.14 7 -8 >995 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.29 7 -8 >486 240 BCLL 0.0 Rep Stress Ina NO WB 0.46 - ., Horz(TL) 0.03 7 n/a h/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 62 lb FT = 0%F, 0 %E LUMBER BRACING TO? CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins,, except: BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G . BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. • REACTIONS (lb /size) 10= 672/0 -3 -8 (min. 0 -1 -8), 7= 734 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 2031/0, 3 -4 =- 2035/0, 4 -12 =- 2031/0, 5 -12 =- 2031/0 BOT CHORD 9- 10= 0/1325, 8- 9= 0/2035, 7- 8= 0/1484 WEBS 5 -7=- 1612/0, 2 -10 =- 1433/0, 5- 8= 0/630, 2 -9 =0/902 NOTES 1) Unbalanced floor live loads have been considered for this design. - 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) "Fix heels only ",Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks . to be attached to'walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 209 lb down at 8 -5 -12 on top chord. The design /selection of such connection device(s) is the responsibility of others. 9) 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) Floor: Lumberin'crease =1.00, Plate Increase =1.00 QED PROFF Uniform Loads (plf) , S6i Vert: 7- 10 = -10, 1 -6= -.100 �c.� � = 1 9 X0 2 Concentrated Loads (lb) Vert: 12=-129(B) B Q 16 7 : 0 9 c + o T OREG•' � -k • � ' t R S . .\N Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 1%88,5 ia„ '15 02# -W855a3r.Srt'.R.' 1'f8F5 -, ,Y.'. F.T ".., Ssz13:5+t 6 S48857..4.eASic.. 2' '- 7 '.,x'"'�5E 'C Z:5 873'' ?- �tbx" ikiv'A' Fk^ v :.'9k:7LASS:.➢i`l5SZ+'Aa.t,Y 8. .. }::r"id `r CYe'+r„2 -= +l 'k: ii A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER" REFERENCE PAGE 1411 -7473 rev. 10 -'0S BEFORE USE. t s. Design valid for use only with Mitch connectors. This design is based only upon parameters shown, and is for an individual building component. C Applicability of design aramenters and proper incorporation of component is responsibility of - building designer - not truss desi ner. Bracing shown - ° S ' Y 9 P P P P P P Y - 9 9 9 is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the respansibillity of the MiTek` erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /iPll Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street; Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099661 81105879 -A 23 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fn May 13 11 18.04 2011 Page 1 I D. La5k9S_V H0am6fl7gi h mpNz HOhy- bTIMb6ws5rup4 Hp2x740C X 15nZ Vm 703D 1453nhz Gv8X I 0 -10-0 I 2-6-0 I P -1- 1 1 354 I I 2 3x4 = 7 3 2x4 II ' Special Scale = 1 10 6 IITAWAI ■ fi II . 3x4 11 5 -' 3x6 = 3x6 = i 3 -10-0 I 3 -10-0 Plate Offsets (X,Y): 11:Edge,0 -1 -81, 13:0- 1- 8,Ed.el, 16:0- 1- 8,0 -1 -81 ' LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) 0.00 5 * * ** 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.04 4 -5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 20 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -19-0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 5= 229 /Mechanical, 4= 220/0 -3 -8 (min. 0 -1 -8) . FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2 -5= -340/0 ' NOTES 1) A plate rating reduction of 20% has been applied for the green lumber members 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. • 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down at 1 -10 -4 on top chord. The design /selection of such connection device(s) is the responsibility of others. 8) 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) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) • Vert: 4-5=-10, 1-3=-100 Concentrated Loads (Ib) ��O PR CV- , , 0 , 0 R ./' 4, •,O!- N o) Digital Signature EXPIRATION DATE: 06/30/12 May '13,2011 „,.. .,R, V r _WOAM1T.1aiW:Zr,, ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 1511TEK REFERENCE PAGE 1V111-74 73 rev. 10 '08 BEFORE USE. yn. F1 Design valid for use only with Mifek connectors. This design is based onl' upon parameters shown, and is for an individual building component. - :...-d 3i .'. ' 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 responsiblllity of the MiTek` erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding a e fabrication; quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB-59 and SCSI Building Component 7777.Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty' Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099662 61105879 -A 25 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:18:05 2011 Page 1 ID: La5k9S_ VHOam6f17gihmpNzHOhy- 3fJkpSxUs90giRO EVgcFlkaKgzrksrhNGkgdJ8zGv8W 0 -1 -8 I� 2x4 1 -4 -12 2 31 = 3 3x4 I Scale 41,105 6 3x4 = • 4 5 q P ir 3x6 = 346 = 3 -3 -8 3 -3 -8 Plate Offsets (X - ,Y): 16.0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates,Increase 1.00 TC 0.09 Vert(LL) 0.00 5 ""** 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.02 4 -5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) .. Weight; 18 lb FT = 0 %F, 0 %E LUMBER • BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -3 -8 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb/size) 5= 161/0 -3 -8 (min. 0 -1 -8), 4= 167 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) A plate rating reduction of 20% has been applied for the green lumber members. 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks • to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard P RQ1 c L NG I N E'F i t 1/% / o is OREG',r' Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 dr,4 261 ,. 5 ,>„aa.1 r . , A . 4,1 .: � .ti%;2 , : 41S125536 , W: 6 0 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED INITEK REFERENCE PAGE MB- 7473 rev, I0 -'08 BEFORE USE. ® �' e 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 paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p �q is for lateral support of individual web members only. Additional temporary _ bracing to unsure stability during construction is the responsibillify of the Ivl iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding w ,a fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 quality Criteria, 008 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099663 B1105879 -A 2 -FT Floor Truss 18 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:18.06 2011 Page 1 ID. La5k9S_ VHOam6f17gihmpNzHOhy- Yss6ony6dSBXJbzQ3Y7UHy6NhN1 tbDPWVOaArazGv8V 0 -1 -8 H I 2 -6 -0 I O F - 4 1 1 -7.8 I I 2 -9 -0 I 0 -He Scale = 1'30,3 2x4 II 254 II 354 = 4510 = 2x4 II 5x6 = 2x4 II 4x10 = 3x4 = 1 2 3 4 5 6 4x6 = 7 8 9 ,Il itial hig a 4."%lillig. 17 0 issri Y ' -a Y ■:= �I 14 13 12 11 `' 458 = 4510 = 559 = 2x4 II 4x10 = 4x8 = 8 -1 -8 8- 09 -0 -12 9 -10 -6 18 -1-8 8 -1 -8 0-- 80 -9 -12 0 -9 -12 8 -3 -0 Plate Offsets (X,Y): 15:0- 3- 0,Edge),.16:0- 1- 8,Edge), 19:0- 1- 8,Edge), f10:Edge,0 -1 -8), (12:0- 1- 8,0 -0 -01, (13:0- 1- 8,Edgel, 115:Edge,0 -1 -81, [16:0-1-8,0-1-81,117:0-1-8,0-1-81 LOADING (psf) SPACING 2 -0 -0 - CSI DEFL in (roc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.28 12 >757 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.50 12 -13 >433 240 BCLL 0.0 Rep Stress 'nor YES WB 0.38 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 97 lb FT = 0%F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6- 0 -0'oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 15= 977/0 -5 -8 (min. 0 -1 -8), 10= 977/0 -5 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 3448/0, 3 -4 =- 3488/0, 4 -5 =- 4186/0, 5 -6=- 4188/0, 6 -7 =- 3504/0, 7 -8 =- 3460/0 BOT CHORD 14- 15= 0/2148, 13- 14= 0/4177, 12- 13= 0/4188, 11 -12= 0/4187, 10 -11= 0/2147 WEBS 5 -13 =- 635/480, 2 -15 =- 2304/0, 2 -14= 0/1418, 3 -14 =- 260/0, 4 -14 =- 846/0, 4 -13 =- 545/745, 8 -10 =- 2303/0, 8 -11= 0/1432, 7 -11 =- 318/0, 6 -11= -995/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ���ED P R OF �0 �NGI ��'�' /p 2 ir :• m • `MFR S . 1 \'0 Digital Signature • EXPIRATION DATE: 06/30/12 ,] May 13,2011 o. k . _ ,vKom x . .. , . n x .pry. - -::. dfx WARNING - Verify design parameters and READ NOTES ON 71115 AM) INCLUDED MITEK REFERENCE PAGE 1411 -7473 rev. 10-'08 BEFORE USE. e ; Design valid for use only with Mick connectors. This design is based only upon parameters shown, and is for on individual building component '°'°"' Applicability of design paramenters 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 responsibdlity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For generaPguidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, DS8 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA,95610 Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bld 1 Upper Fl R33099664 61105879 -A 3 -FT Floor Truss 12 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11.18:06 2011 Page 1 ID: La5k9S_ VH0am6f17gihmpNzHOhy- Yss6Ony6dS8XJbzQ3Y7UHy60AN1 abDiWVOaArazGvSV 0 -1 -8 H I 2 -6 -0 I i 1 -1 -8 i 1 1 -4 -0 1 F 2 -1 -8 0-HB Scale = 130 2 2x4 II 2x4 11 3x4= 410 = 2x4 II 358 = 254 11 254 II 4510 = i 3x4 = 1 2 3 4 5 6 456= 7 8 9 it ` Y ��� it l� Y MVO if. if _: I♦1 14 13 12 11 a 458= 4510 = 3x4 = 2x4 II 4510= 458 = I 9-0-0 9 - l - � 9 -9 - e 0 10.5 -8 I 18 -1-0 I s -o -a 0- - -6 -0 0 -8 -0 7 -7 -8 Plate Offsets (X,Y): [4:0- 3- 13,Edge], [5 :0- 1- 8,Edge], [6:0- 1- 8,Edge], [9:0- 1- 8,Edge], [10:Edge,0 -1 -8], [12:0- 1- 8,0 -0 -0], [13:0- 1- 8,Edge], [15:Edge,0 -1 -8], [16:0- 1- 8,0 -1 -8], [17:0 -1 -8 ,0 -1 -81 . LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0,55 Vert(LL) -0.29 13 -14 >736 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.52 13 -14 >415 240 , BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.09 10 n/a n /a- BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 97 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 ■Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD '4 X 2 or No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 15= 975/0 -5 -8 (min. 0 -1 -8), 10= 975/0 -3 -8 (min. 0 -1 -8) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 3442/0, 3 -4 =- 3482/0, 4 -5 =- 4134(0, 56=-4134/0, 6 -7 =- 3457/0, 7 -8 =- 3424/0 BOT CHORD 14 -15= 0/2145, 13- 14= 0/4136, 12 -13= 0/4134, 11- 12= 0/4133, 10- 11= 0/2145 WEBS 2 -15 =- 2301/0, 2 -14= 0/1414, 3 -14 =- 259/0, 4 -14 =- 699/0, 4 -13 =- 300/394, 8 -10 =- 2301/0, 8 -11= 0/1394, 7 -11 =- 268/12, 6 -11= -973/0 NOTES 1) Unbalanced floor live loads have been considered for this design. . 2) A plate rating reduction of 20% has been applied for the green lumber members. . - 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard � PR OF6: G��� L .. s /c2 v, r Ilite te a• `/ / \ R S.1 Digital Signature 1 EXPIRATION DATE: 06/30/12 May 13,2011 C A71iswt+S.E --"" -k,, ;AYstar o..a1 '.:Sim= ,�:,L' -^. ,k3R'AF '✓fir m,..�..� . ,.... „ . ......s m eman., .Sa t :Ym. ® WARNING - Verify desiga parameters and READ IVOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74 73 rev. 10-'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. r=18 ..1 Applicability of design parameniers 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 MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding *o a,u fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099665 B1105879 -A 4 -FT Floor Truss 16 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries. Inc. Fri May 13 11.18:07 2011 Page 1 ID: La5k93_VH0am6f17gihmpNzHOhy -02Q UD7zkOmGOxkYccFejg9fbZnOjKbQgj2JkNOzGv8U 0-1-B H 1 2 -6 -0 I 1 t -4 -0 I I 1 -1 -0 I 0 - 11 Scale = 1,26,5 254 II 254 H 354 = 2x4 II 3x6 = 254 H 4510 = 354 = 1 2 4x[0= 3 4 5 04= 6 7 8 it �� 1 IN II Ift O ll 1 13 12 11 • 10 4510 = 254 H 254 II 4510 = 458 = 458 = I 15-11 -0 15 -11 -0 Plate Offsets (X,Y): [4:0- 1- 8,Edge], [5:0- 1- 8,Edgej, [8:0- 1- 8,Edge], [9 :Edge,0 -1 -8], [10:0- 4- 0,Edge], [11:0- 1- 8,0 -0 -0], [12:0- 1- 8,Edge], [13:0- 4- 12,Edge], [14:Edge,0 -1 -8], [1'5:0 -1 -8 ,0- 1- 81,[16:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.20 12 -13 >960 360 MT2O 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.34 12 -13 >553 240 BCLL 0.0 Rep Stress !nor YES WB 0.65 Horz(TL) 0.06 9 n/a n/a ' BCDL 5.0 Code IRC2009 /TPI2007 (Matrix) Weight: 80 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 14= 855/0 -3 -8 (min. 0 -1 -8), 9= 855/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2946/0, 3 -4 =- 2947/0, 4 -5 =- 3199/0, 5 -6 =- 2911/0, 6 -7 =- 2915/0 BOT CHORD 13- 14= 0/1751, 12- 13= 0/3200, 11- 12= 0/3199, 10- 11= 0/3196, 9- 10= 0/1759 WEBS 2 -14 =- 1896/0, 2 -13= 0/1279, 3 -13 =- 306/0, 4 -13 =- 566/82, 7 -9 =- 1904/0, 7 -10= 0/1236, 5 -10 =- 636/54 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1` = 9 r :- ' , , 1- : 4 • - EG' •• S Digital Signature EXPIRATION DATE: 06/30/12 j May 13,2011 .£ WARNING - Verzfy design- pararnetels and READ NOTES ON THIS AND INCLUDED MI'TEK REFERENCE PAGE MII.74 rev. 10'08 BEFORE USE. w 3 � � Design valid for use only with M7 - ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p w - " is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I VIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidande regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /SPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite312, Alexandria, VA 22314, Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bld 1 tipper Fl R33099666 B1105879'A 4 -FTA Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015-1129 , 7250 s Mar 23 2011. MiTek Industries, Inc. Fri May 1311:18:09 2011 Page 1 ID: Le5k9S_VH0am6f17gihmpNzHOh y -y QYFepvN W6A2i ?kgg Bvakuja60oXky B LogSvzGv8S 0 -1 -8 H I 2 -6 -0 I I 1-3-8 1 1 1-0-1 3 1 1 1-4-0 I I 1 -1 -3 I p y Scale=, 285 254 II 214 II 354 = 4510 = 254 I I 254 I I 254 II 458 = 354 = 1 2 3 4 558 = 5 e 456 = 7 8 9 ; in I I ,••1111ft \II I RP ,,'" - Il MI. MI I :: �I r♦ I r :�� Y - � ,��A.�_ 13 12 11 556 = 2x4 II 458 = 418 = 2x4 II 4510= 418= I 7 -11 -13 1 e -7 -13 1 9 -3 -13 1 15.11 - 1 7 -11 -13 0 - - 0 -8 -0 - 6 -7 -3 Plate Offsets (X,Y): [2:0- 4- 8,Edge], [4:0- 3- 8,Edge], [5:0- 1- 8,Edge], [6:0- 1- 8,Edge], [8:0- 3- 8;Edge], [9:0- 1- 8,Edge], [19:Edge,0 -1 -8], [12:0- 1- 8,0 -0 -0], [13:0- 1- 8,Edge], [14:0 -4 -8 ,Edge], [_16:Edge,0 -1 -8], [17:0- 1- 8,0 -1 -8], [18:0- 1- 8,0 -1 -8] LOADING (pat) SPACING 2 -0,0 CSI DEFL in (lac) 1 /def Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00, TC - 0.60 . Vert(LL) -0.12 11 -12 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.18 11 -12 >778 240 BCLL 0.0 Rep Stress !nor YES WB 0.53 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) - Weight: 88 lb FT = 0 %F, 0 %E LUMBER BRACING . TOP CHORD 4 X 2 DF 11o.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G ' BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. QUALIFIED'BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE ' - 'SUPPORTING STRUCTURE'AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS All bearings 4 -3 -8 except (jt= length) 10= 0 -3 -8. (Ib) - Max Horz 16e19(LC 9) • Max Uplift All uplift 100 lb or less at joint(s) 10 except 16=- 997(LC 7), 15=- 233(LC 9), 14=- 356(LC 8) Max Gray All reactions 250 lb or less at joint(s) 15 except 16= 1062(LC 8), 10= 758(LC 7), 14= 1817(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when :shown. - TOP CHORD 1 -2 =- 976/968, 2 -3 =- 2559/3413, 3 -4 =- 1896/2861, 4 -5 =- 3212/1797, 5 -6 =- 2797/1319, 6- 7=- 2930/1032,7 -8 =- 2486/478, 8- 9=- 918/911 BOT CHORD 15 -16 =- 2195/1989, 14 -15 =- 3680/3480, 13 -14 =- 1544/2312, 12- 13=- 1042/2520, 11 -12 =- 1034/2521, 10- 11=- 192/1529 WEBS 5 -13 =- 495/104, 6 -12 =- 345/88, 2 -16 =- 2562/2792, 2 -15 =- 216/287, 2 -14 =- 2194/1379, 8 -10 =- 1654/210, 8 -11 =- 377/985, 7 -11 =- 396/29, 6 -11= 463/976, 4 -14 =- 1944/157, 4 -13 =- 230/1151 NOTES - O PR - 1) Unbalanced floor live loads have been considered for this design. 5' 2) A ptate.rating reduction of 20% has been applied for the green lumber members. \� MA (40 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt =1b) �� 2 16 =997, 15 =233, 14 =356. �_ 164i ! P 9 t' 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) This truss has been designed for a total drag load of 380 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads -along bottom chord from 0 -0 -0 to 4 -3 -8 for 1409.2 plf. " S 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. a , • l 1 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks .y . ' '4 L 4, to be attached td walls at their outer ends or restrained by other means. 0 M � S 1 LOAD CASE(S) Standard ' Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 ® WYARhIING - Verify desiga paramet 7s and READ NOTES ON THIS AND INCLUDED hIITEK REFERENCE PAGE 1411-7473 reg. IO-'O8 BEFORE USE. r ° � � '` - Design valid for use only with MiTek connectors. This design 5 based only upon parameters shown, and is for an individual building component. . I Applicability of design param enters 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 responsibility of the MiTek 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 BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria- VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099667 61105879 -A 5 -FTGE Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:18:10 2011 Page 1 I D La5k9S_V HOam6f17gihmpNz HOhy -Q d6ds97dgh ezoC H B I OBOSoH8d_WIXzT6 P ?YO_LzGv8R o -N3 Scale = 1 265 3x4 = 5x6 = 5x6 = 3 x 4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 o O 0 - - r. Il ° g 1 a a * * a N al ma e. ,,,, . . W1K .I.Ir.I.I.I.I.��1.20W��.W.1.1.2 AA I.I.I.A.I.I. .I.Z.I.I.I. .I.I.I.I.:.I.I.I.M.I.I. .:. I.I. . 26 25 24 23 22 21 20 19 18 17 16 15 14 556 = 4x6 II 4x6 II 5x6 = 1 15-11 -0 15 -11 -0 Plate Offsets (X,Y): [2:0- 1- 8,Edgej, (13:0- 1- 8,Edge(, [14:Edge,0 -1 -81, [27:0- 1- 8,0 -1 -81, [28:0- 1- 8,0 -1 -8( • . LOADING (psi) - SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC' 0.20 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) n/a - n/a 999 . BCLL 0.0 Rep Stress Ina YES WB 0.63 Horz(TL) 0.01 20 n/a n/a - BCDL 5.0 Code IRC2009 /TPI2007 (Matrix) Weight: 69 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 4 X 2 DF Std G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS All bearings 15 -11 -0. LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. (Ib)- Max Horz 26 =31(LC 2) Max Uplift All, uplift 100 lb or less at joint(s) except 26=- 1622(LC 2), 14=- 1734(LC 3), 25=- 1522(LC 3), 15=- 1636(LC 2) Max Gray All reactions 250 lb or less at joint(s) 24, 23, 22, 21, 20, 19, 18, 17, 16 except 26= 1731(LC 3), 14= 1836(LC 2), 25= 1814(LC 2), 15= 1916(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 289/284, 2 -3 =- 1674/1654, 3 -4 =- 1340/1321, 4 -5 =- 1007/988, 5 -6 =- 674/654, 6 -7 =- 340/321, 7 -8 =- 346/326, 8 -9 =- 679/660, 9- 10=- 1012/993, 10 -11 =- 1346/1326, 11 -12 =- 1679/1660, 12 -13 =- 268/264 BOT CHORD 25- 26=- 1942/1961, 24 -25 =- 1670/1689, 23- 24=- 1337/1356, 22- 23=- 1003/1023, 21 -22 =- 670 / 689,20 -21 =- 337 / 356,19 -20 =- 311/ 330,18 -19 =- 644/663,17 -18 =- 977/997, • 16-17=-1311/1330, 15 -16 =- 1644/1663, 14 -15 =- 1897/1917 WEBS 2- 25=- 1800/1536, 12 -15= 1902/1650, 2 -26 =- 2585/2566, 12 -14 =- 2648/2628 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1 -4 -0 oc. < �vp PR QFes 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1622 Ib uplift at joint 26, 1734 lb uplift at s ' I j' E 9 X 0 2 joint 14, 1522 lb uplift at joint 25 and 1636 lb uplift at joint'15. ' 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced CC 1 • • I PE . 9 standard ANSI /TPI 1. 9) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss,to resist drag loads along bottom chord from 0 -0 -0 to 15 -11 -0 for 250.0 plf. - - :" 10) "Fix heel`s only" Member end fixity model was used in the analysis and design of this truss. ' 11) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -108 (0.131 "X 3 ") nails. Strongbacks "✓• • " EG ? •• to be attached to walls at their outer ends or restrained by other means. 'o 4 T ' " ' . LOAD CASE(S) Standard Digital Signature EXPIRATION DATE: 06/30/12 3 May 13,2011 4 B ® WARNING - Verifij design parnsmetasso and READ NOTES ON TEIS AND INCLUDED MITEKREFERENCE PAGE hITI -7473 rev, 10'08 BEFORE USE 2 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 parameniers and proper incorporation of component is responsibility of,building designer - not truss designer. Bracing shown pnq' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsrbtlhty of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding :o fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI3 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite tog Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Cthus Heights, CA, 95610 Job Truss Truss Type qty Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099668 81105879 -A 6 -FT Floor Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:18:11 2011 Page 1 I D' La5k9S_VH0am6fl7gihm pNz HOhy- upg ?3V0F R ?m qQ MrOr5if_ Uj FefHxWozGv8Q 0 -1 -8 H 30 1 2 -6 -4 2 -5 -4 4.0 F 1-1-0 I I 2-8 -0 I 2 -6 -0 1' Scale= 1'26 5 254 II 2x4 II 3x4= 3e6 = 354 11 254 II 2x4 II 3x4 = 1 2 3 4 4x8 = 5 67 546 = 8 9 4x8 = 10 a1■lw 'i O �0�46�S A A o ,!I r� Ii % i1 , � WIN Mil 174 �:' 14 13 12 2 _ 446 = 244 I I 346= 3x6 = 410 = 448= I 4 -0 -12 I 15-11-0 4 -0 -12 11 -10 -4 Plate Offsets (X,Y): [4:0- 3- 12,Edge], [5:0- 1- S,Edge], [7:0- 1- 8,Edge], [9:0- 3- 2,Edge], [10:0- 1- 8,Edge], [ 11: Edge,0- 1- 8],,[13:Q- 1- 8,0 -0 -0], [14:0- 1- 8,Edge], [17:0- 1- 8,0 -1 -8], [18:0 -1 -8 ' ,0 -1 -8) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.51 Vert(LL) - 0.10 12 -13 >999 360 MT20 220/195 . TCDL 10.0 Lumber Increase 1.00 BC 0.7,7 Vert(TL) -0.17 12 -13 >820 240 BCLL 0.0 , ,Rep.Stress'ncr NO WB 0.37 Horz(TL) 0.02 , 11 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 78 lb FT = 0 %F, 0 %E LUMBER - BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0, -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 6 -0 -0 oc bracing: 15 -16. , REACTIONS (lb /size) 16= 88/0 -3 -8 (min. 0 -1 -8), 11= 579/0 -3 -8 (min. 0 -1 -8), 15= 1034/0 -5 -8 (min. 0 -1 -8) • Max Upliftl6= -67(LC 3) Max Gray 16= 175(LC 2), 11=580(LC 3), 15= 1034(LC 1) • FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3= 0/459, 3 -4= 0/501, 4 -5=- 1324/0, 5 -6 =- 1333/0, 7 -8 =- 1557/0, 8 -9 =- 1561/0 BOT CHORD 14 -15= 0(743, 13- 14= 0/1333, 12 -13= 0/1354, 11- 12= 0/1163 WEBS 2 -15 =- 527/0, 9 -11 =- 1245/0, 9 -12= 0/428, 7 -12= 0/332, 7 -13=- 258/0, 6 -7 =- 1333/0, 4 -15 =- 1339/0, 4 -14= 0/735, 5- 14=- 271/0, 3- 15= -290/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Provide mechanical (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 16. - 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced . standard ANSI/TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6'strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard <(.. REO PROFL- <G NGINE 9 /� 9 Q 167:"0"../ ' r" .1 % • oT / OREG� 4 ` < , i 'R s - Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 a , ISIMILIH a WARNING - Verify designparainetwa and READ NOTES ON THIS AND INCLUDED MI TEJC REFERENCE PAGE 181 1.7473 rev. 10-D BEFORE USE. ' . Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design param enters and proper incorporation of component is responsibility of building designer - riot truss designer. Bracing shown � •a'� Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding POW2VR ro PE fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPIl Quality Criteria, DS B -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA' 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bid 1 Upper FI R33099669 B1105879 -A 7 -FT Floor Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Fri May 13 11.18.11 2011 Page 1 ID: La5k9S_ VH0am6f17gihmpNzHOhy- upg FefHXWozGn8Q 0 -1 -8 H I 2 -4 -14 I 2 -5 -4 1 1 1-2-13 1-3-9 I I 1-4-0 1 1 1-1-0 1 1 2-6-0 0 f7 Scale = 1'265 254 II 2x4 II 354 = 356 = 354 II 450 = 254 II 4x4 = 2x4 II 3x4 = 1 2 3 4 5 67 8 9 456 = 10 ,11 ol'az i I \\I I 4 13 12 D 1' 456 = 2x4 II 356 = � 356 = 4510 = 4x8 5 -2 -10 15 -11 -0 5 -2 -10 10-6-6 - Plate Offsets X Y : 5:0 -1 -8 Ed.e 7:0 -1 -8 Ed.e 9:0 -1 -6 Ed.e 10:0 -1 -8 Ed.e 11:Ed.e 0 -1 -8 13:0 -1 -8 0 -0 -0 14:0 -1 -8 Ed.e 17:0 -1 -8 0 -1 -8 18:0 -1 -8 0 -1 -8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.10 12 -13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.17 12 -13 >756 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 74 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. i WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 6 -0 -0 oc bracing: 15 -16. REACTIONS (lb /size) 16= 228/0 -3 -8 (min. 0 -1 -8), 11= 548/0 -3 -8 (min. 0 -1 -8), 15= 924/0 -7 -3 (min. 0 -1 -8) Max Grav16= 262(LC 5), 11= 553(LC 3), 15= 924(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3= 0/273, 3 -4= 0/277, 4 -5 =- 1145/0, 5 -6 =- 1155/0, 7 -8 =- 1422/0, 8 -9 =- 1426/0 BOT CHORD 15- 16=- 9/349, 14- 15= 0/517, 13 -14 =0/1155, 12- 13= 0/1180, 11- 12= 0/1095 WEBS 2 -15 =- 529/0, 2 -16 =- 371/11, 9 -11 =- 1171/0, 9 -12= 0/357, 7 -12= 0/375, 7 -13 =- 280/0, 6 -7 =- 1155/0, 4 -15 =- 838/0, 4 -14= 0/821, 5 -14= -320/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0 131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do riot erect truss backwards. LOAD CASE(S) Standard ���p P R DFF 4' 1 ��� ..- l,. ■ir ril °... v o OR CQ■. � R S 1 \4 Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1411- -7473 reu. 10'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component: ;=M E L-- Applicability of design param enters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown E' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" 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 BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314, Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099670 81105879 -A 8 -FT Floor Truss . 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11:1812 2011 Page 1 ID: La5k9S_ VHOam6f17gihmpNzHOhy- M?ENHr1tCluh1 WQaPpEuXDMQBo4L ?w1 PtJ1 V3EzGv8P 0-1 -8 H I 1 -11 -12 2-5-4 1 I 1 -5 -6 I 1.6.2 I I 1 -4 -0 11 1 -1 -0 I I 2.6 -0 I ° - 1 - 'I sc ae=1:255 2x4 II 2x4 II 354 = 3x6 = 354 I I 4x6 = 2x4 I I 454 = 254 II 3x4 = 1 2 3 4 5 67 8 9 4x6 = 10 ■w • 'L1 a .111 ��� I' .Di� II 11 In �' \ I/ "Iimmum il■•■∎Y mod MO= MOM MI I MIN MN 123 EN 4x6 = 1 1 2x4 II 3x6 = OM. 3x6 = 4x10 = 4 = 4-9-8 I 15 -11 -0 I 4-9 -8 11-1-8 Plate Off, sets (X,Y): [5:0- 1- 8,Edge], [7:0- 1- 8,Edge], [9:0- 1- 2,Edge], [10:0- 1- 8,Edge], [11:Edge,0 -1 -8], [13:0- 1- 8,0 -0 -0], [14:0- 1- 8,Edge], [15:0- 4- 8,Edge], [17:0- 1- 8,0 -1 -8], [18:0 -1 -8 , - 1 -8 1 - - LOADING (psf) - SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.10 12 -13 >999 360 MT20 . 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.17 12 -13 >775 240 BCLL 0.0 Rep Stress lncr YES WB 0.43 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 74 lb FT = 0%F, 0%E LUMBER BRACING ,. TOP CHORD 4 X 2 DF No,18Btr G . • TOP CHORD Structural wood sheathing directly applied or 6 -0,0 oc purlins, except SOT CHORD 4 X 2 DF No.18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc,bracing, Except: . 6 -0 -0 oc bracing: 15 -16. REACTIONS (lb/size) 16= 176/0 -3 -8 (min. 0 -1 -8), 11= 562/0 -3 -8 (min. 0 -1 -8), 15= 962/0 -7 -3 (min. 0 -1 -8) Max Grav16= 226(LC 5), 11= 565(LC 3), 15= 962(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3= 0/360, 3 -4= 0/362, 4 -5 =- 1224/0, 5 -6 =- 1233/0, 7 -8 =- 1482/0, 8 -9 =- 1486/0 BOT CHORD 15 -16 =- 73/262, 14- 15= 0/532, 13- 14= 0/1233, 12- 13= 0/1256, 11- 12= 0/1125 . WEBS 2 -15 =- 524/0, 2 -16 =- 287/83, 9 -11 =- 1204/0, 9 -12= 0/389, 7 -12= 0/355, 7 -13 =- 273/0, 6- 7=- 1233/0, 4 -15 =- 966/0, 4- 14= 0/854, 5- 14= -302/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. . , 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard . K <st,0 PR Qtc 0NF 1 E q /02 ,r mi 41..-.*; 9 !•0 OR 00, : y � FR „ - C \C' Digital Signature 1 EXPIRATION DATE: 06/30/12 May 13,2011 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITTEK REFERENCE PAGE MII -T4 res. 10-V8 BEFORE USE. 4.4 = � .e Design valid for use only wish MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility 6f building designer - not truss designer. Bracing shown pHrFf.- is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IVl lie k` erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER To fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria; DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Summer Cr Phase II bid 1 Upper Fl R33099671 81105879 -A 9 -FT Floor Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 11 18 13 2011 Page 1 ID: La5k9S _VH0am6f17gihmpNzHOhy- gCnmUB1 VzcOYffTmzW174QvbUBPYkMmY6zm2bgzGv80 0 -1 -8 H I 1-3-4 I 2-5-1 I 1 -9 -13 1 -10-6 1 I 1-4-0 1 1 1-1-0 1 1 2-6-0 0-,1 -e Scale =1265 254 II 254 II 354 = 356 = 3x4 II 4510 = 2x4 I I 2x4 I I 354 = 1 2 3 4 5 67 5.6 = 8 9 4x8 = 10 aim, 1wi�ii�. ∎w l ,II �� ��� Il III �: \ I/ ...2. murienistio 01 !` 61 1: M. 14 13 12 02.1 456 = 254 II 3x6 = 356 = 4512 = 4x8 = 4 -0 -13 4 - }0 15 -11 -0 4 -0 -13 0 -d -3 11 -10 -0 Plate Offsets (X,Y): [2:0- 2- 1,Edge], [4:0- 4- 10,Edge], [5:0- 1- 8,Edge], [7:0- 1- 8,Edge], [9:0= 2- 14,Edge], [10:0- 1- 8,Edge), [11:Edge,0 -1 -8], [13.0- 1- 8,0 -0 -0], [14:0- 1- 8,Edge], [15:0 -5 -4 ,Edgel, [17:0- 1- 8,0 -1 -81, [18:0- 1- 8,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.10 12 -13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.17 12 -13 >810 240 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.02 11 n/a n/a BC DL 5.0 Code.IRC2009/TPI2007 (Matrix) Weight: 74 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing, Except: 6 -0 -0 oc bracing: 15 -16. REACTIONS (lb /size) 16= 63/0 -3 -8 (min. 0 -1 -8), 11= 584/0 -3 -8 (min. 0 -1 -8), 15= 1054/0 -5 -10 (min. 0 -1 -8) Max Uplittl6= -86(LC 3) Max Gray 16=162(LC 2), 11= 585(LC 3), 15= 1054(LC 1) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3= 0/539, 3 -4= 0/540, 4 -5 =- 1358/0, 5 -6 =- 1365/0, 7 -8 =- 1579/0, 8 -9 =- 1583/0 BOT CHORD 14- 15= 0/563, 13- 14= 0/1365, 12- 13= 0/1385, 11- 12= 0/1175 WEBS 2 -15 =- 582/0, 9 -11 =- 1257/0, 9 -12= 0/440, 7 -12 =- 1/326, 7 -13 =- 262/0, 6 -7 =- 1365/0, - 4 -15 =- 1217/0, 4- 14= 0/919, 5 -14 =- 283/0, 3- 15= -263/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 16. 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard <REO PR �N b. / � 2 �' i T v 1 1° Ir ./ ' cr) AM ,R s. 1\ ' Digital Signature 1 EXPIRATION DATE: 06/30/12 May 13,2011 x n sg :xcr n°atU8814.14 _ . X8R..r 8 14 8 ---- tea* +nccmm81.s8;.MnillraliWth d - ... .e eMruINAINI r A WARNING - Varifg design parameters and READ NOTES ON MS AND INCLUDED MI TEK REFERENCE PAGE DIII -7473 rev. 10'0S BEFORE USE, T p • � Design valid for use only will MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 5 5 = Applicability of design param en ters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek` *r --`t is for lateral support of individual web members only. Additional temporary bracing to insure stablity during construction is the responsibility of the ivliTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER ,o e fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/it'll Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND. ORIENTATION 3 Center plate on joint unless x, y Failure to Follow Could Cause Property a offsets are indicated. 6 -4 -8 dimensions shown in ft- in- sixteenths Damage or Personal Injury [ME Dimensions are in ft -in- sixteenths. I ( (Drawings not to scale) 114 App and l y plates embed to both teeth sides of truss 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 0 7 2. Truss bracing must be designed by an engineer. For ' /16 1 2 3 wide truss spacing, individual lateral braces themselves 1 TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. 'MAI, 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. p O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer erection supervisor, property owner and _ O plates 0 -'ii ' from outside U all other interested parties. edge of truss. g ~ C7-8 C6-7 C5-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. * Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS.ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9 Unless expressly noted, this design is not applicable for use with"f ire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and,is the 4 x 4 width measured perpendicular NUMBERS /LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. . LATERAL BRACING LOCATION ICC - Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that I Indicated by symbol shown and /or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95 -43, 96 - 31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER -487, NER -561 spacing indicated on design. if indicated. 95110, 84 -32, 96 -67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING II 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. *MO reaction section indicates joint number where bearings occur. EON ®Q 17. Install and load vertically unless indicated otherwise. ►��. � 18. Use of green or treated lumber may pose unacceptable ► =� ' environmental, health or performance risks. Consult with project engineer before use. Industry Standards: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. is p and pictures) before use. Reviewing pictures alone DSB -89: Design Standard for Bracing. snot sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, Pp yl'f TO PIeRF[7RM.7" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev. 10 - '08 41 -00 -00 y N 0 Allirl 3 - 00 -00 36 -00 -00 y 0 0 � I r. MEM SHEAR LOAD 250 I1_�1 n Al I lk Mil m A2 ', x 7 � _ 1 � � _ < 1 1 i O A2 1 I A2 z\, f, C° 1111.11 A3 �1��yf 0 J4 p I m ._ E li -50 -!0 ' 1I I i H1 SHEAR LOAD 250 I' 1 ' Q 62 -- co cp co II!ul!Jt B3 ,I' p B3 A _ cn A B • Q N D r- B3 °a ° m 1' .41.111111111. o m II 0 O B3 I' 0 N 'N B3 I, II 64 N o i li C 1 SHEAR LOAD 250 ° o 0 1 C2 NI I I I I C2 N 5 -00 -1 / ,', N 0 ' C2 O 0 E II 14 -00 - Y 1i�i� C3 II 0 50 1 1 1_ ;1 D1 SHEAR LOAD 250 ■ _ D2 0 o 1 I D2 co 1 1111 D2 ' D3 BIM' i 'o ,., 1�I m _ 'MN x p r > D3 °a N it • , 4t. 3 D3 I� , 76 11 P . : ?. 'f ro t vf Mil D3 II i ''� 4 0 IA' I v, D3 III I l n4 SHEAR LOAD 250 r 0 5 -00 -00 36 -00-00 % 0 ' !o 41 -00 -00 a F 3_1. ? - ' - , ? "29C p p THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. TRUSS LOADING � , e 15877 SE 98th Ave These trusses designed as individual building _' ;:,). components to be incorporated into the building design TCLL (PSF): 25 ` ' r Clackamas OR 97015 at the specification of the building designer. See the ` , .° �' _. t :; individual design sheets for each truss design identified TCDL (PSF): 7 € a t ',, o n the placement drawing. The building designer is (PSF): Phone: 1- 503-557 -8404 p g g g BOLL PS 0 BUILDER: D ATE: SCALE: iesponsible for temporary and permanent bracing of the BCDL (PSF): 10 P ulte Homes ATT roof and floor system and for the overall structure. The A 05/13/2011 1\ 1 S design of the truss support structure including headers, TL (PSF): 42 beams, walls, and columns is the responsibility of the Wind Speed: 100 PROJECT: DRAWN JOB #: n building designer. For.general guidance regarding P Summer Cr Phase II Bld 1 BY: Vilas G B1105879 bracing, consult "Bracing of wood trusses" available LL DEFL: L/240 from the Truss Plate Institute, 583 D'Onifrio Drive; ADDRESS: Tigard Madison, WI 53179 ® ®® MI I iTek® PcWCR TD PgRFORM.'" MiTek Industries, inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 - 1900 Re: B1 105879 Fax 916/676 -1909 Pulte Homes - Summer Cr Phase 11 bld 1 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Pro Build West (Clackamas ,OR). Pages or sheets covered by this seal: R33099266 thru R33099295 My license renewal date for the state of Oregon is June 30, 2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third -party lumber design values. ,O P R OFF c L NG l EFL /0 4 14 -17 A _ • °REGG F M:. B /‘ � �i� M F R Digital Signature EXPIRATION DATE: 06/30/12 • May 13,2011 Tingey, Palmer 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 ANSI /TPI 1. Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099266 B1105879 Al Special Truss 1 1 • Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc Fri May 13 10'36:13 2011 Page 1 ID.pMOFdeJ Hd3 WcFjeuzw57EXzH0W E- dOW5bVYoRLX5KOMS LGXAxOXvQMOplc4ddvKi8kzGvlm 22:111 1 18-0.0 34 -0-0 5-0-0 15 -10-12 I 16 -0-0 4-0 -0 Scale = 1 69 5 4x4 = 600 12 10 y - 11 12 5x6 i 7 13 fi 4 .•r s 5 e1 15 q 16 . I 12x16 MT18H II 3 2 lb. ex 10 2 ��,'1\9 Y 3x6 = 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x4 = 556 = 6010 = I 34 -60 • 34 -0-0 Plate Offsets (X,Y): 11:0- 8- 7,Edge1, [1:0-7-3,0-1-81,16:0-3-0,0-3-01, 118:Edge,0 -3 -81, 121:0-3-8,0-3-01,127:0-3-0,0-3-01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.68 Vert(LL) 0.00 18 -19 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.54 Vert(TL) 0.00 18 -19 n/r 180 MT18H 220/195 BCLL 0.0 * Rep Stress lncr YES WB 0.58 Horz(TL) 0.05 28 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.0118 -19 n/r 90 Weight: 211 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -10 -6 oc purlins, except BOT CHORD 2 x 4 DF No.1 &Btr G end verticals. WEBS 2 x 4 DF No.1 &Btr G `Except` BOT CHORD Rigid ceiling directly applied or 3 -2 -8 oc bracing. 2 -35: 2 x 4 DF Std G WEBS 1 Row at midpt 10 -28 OTHERS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 X 6 SYP No.2 Installation guide. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS All bearings 34-0-0. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. (Ib) - Max Horz1= 122(LC 15) Max Uplift All uplift 100 lb or less at joint(s) 28, 29, 30, 31, 32, 33, 27, 26, 25, 24, 23, 22 except 20=- 4470(LC 14), 1=- 2221(LC 17), 34=- 152(LC 16), 35=- 146(LC 15), 21=- 2534(LC 17) Max Gray All reactions 250 lb or less at joint(s) 29, 30, 31, 32, 33, 34, 27, 26, 25, 24, 23, 22 except 20= 4630(LC 26), 1= 2372(LC 10), 28= 260(LC 18), 35= 348(LC 10), 21= 2571(LC 10) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 4844/4684, 2 -3 =- 4477/4351, 3 -4 =- 3935/3866, 4 -5 =- 3302/3288, 5 -6 =- 2719/2765, 6 -7 =- 2150/2231, 7- 8=- 1595/1705, 8- 9=- 1034/1177, 9 -10 =- 483/649, 10 -11 =- 707/866, 11- 12=- 1261/1382, 12- 13=- 1820/1896, 13 -14 =- 2379/2414, 14 -15 =- 2939/2943, 15 -16 =- 3497/3471, 16 -17 =- 4058/4028, 17 -18 =4634/4534, 18 -20 =- 4616/4478 BOT CHORD 1 -35 =- 4102/4169, 34 -35 =- 3403/3538, 33 -34 =- 2903/2988, 32- 33=- 2403/2538, 31- 32=- 1903/2038, 30 -31 =- 1403/1538, 29- 30=- 903/1038, 28 -29 =- 403/538, .<<-\)k �NG F EO PR Ore' n 27 -28 =- 602 / 737,26 -27= -1102/ 1237,25 -26 =- 1602/1737,24 -25 =- 2102/2237, O 23-24=-2602/2737, 22-23=-3102/3237, 21-22=-3602/3737, 20-21=-463/463 C ~� � f WEBS 3 -35 =- 313/260, 2- 35=- 502/433, 18 -21 =- 4743/4900 � ` 16 0', 9 r' . NOTES 1) Unbalanced roof live loads have been considered for this design. 01 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf, h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; ./14/ Jr cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 A OREG S "' •. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry i Tk., Ga End Details as applicable, or consult qualified building designer as per ANSI /TPI 1 -2002. - 9' My ` . C? 4) All plates are MT20 plates unless otherwise indicated. i " ", 5) All plates are 2x4 MT20 unless otherwise indicated. S . 6) Gable requires continuous bottom chord bearing. Digital Signature 7) Gable studs spaced at 2 -0 -0 oc. Continued on page 2 ( EXPIRATION DATE: 06/30/12 May 13,2011 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11 -7473 rev. 10-VS BEFORE USE. :.......7.1 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. r 7.* 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 responsibillity of the MiTek" 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 SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099266 B1105879 Al Special Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10:36:14 2011 Page 2 I D: p MO FdeJ Hd3 WcFjeuzw57 EXzHOW E- 5a4TorYQ C efyyYxev_2 P U D44Amk213Jn sZ3FgAzGvll NOTES 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 28, 29, 30, 31, 32, 33, 27, 26, 25, 24, 23, 22 except (jt =lb) 20=4470, 1=2221, 34=152, 35=146, 21=2534. 12) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 34 -0 -0 for 250.0 plf. 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard a WARNING - Verify design parameters and READ NOTE'S ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10-'08 BEFORE USE. 1.71.1,0 Design valid for use only.wifh MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. - Applicability of design param enters 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 - - — M I T e k " - - - - -- - - - erector. Additional permanent bracing of the overall structure is the responsibility of the building-designer. For general guidance regarding cn +e e. o fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /T Pit Quality Criteria, 058 -89 and BCSI Building Component 7777 Greenhack Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite312, Alexandria, VA 22314'. • Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099267 B1105879 A2 Special Truss 6 1 Job Reference(oobonai) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar23 2011 MiTek Industries, Inc Fri May 13 10 :36:15 2011 Page 1 ID pMOFdeJHd3WcF1euzw57EXzHOWE- Zner0BZ2zynpZiVgShae0RcEOA3jmSfw5DppCdzGvlk 6 -4 -6 12 -7 -3 18-0-0 26 -0.0 34 -0-0 6-0-0 6 -4 -6 6 -2 -13 5 -4 -13 8 -0 -0 8 -0 -0 f -0 -0 Scale = 165 6 4x4 = 5 600 12 3x4 4 3x4 6 3x6 - 2x4 0- 3 2 0 3x8 7 8 d 1 13 14 15 11 i.z 3x8 = 3x4 = 72 3x6 = 10 g 3x6 = 40 12 = 2x4 II I 9 -0 -9 I 18-0-0 I 26-0-0 I 34-0-0 I 9 -0 -9 8 -11 -7 8 -0 -0 8 -0 -0 Plate Offsets (X,Y): 11:0-8-0,0-0-61,14:0-1-12,0-1-81, 17:0-2-12,0-1-81,110:0-1-12,0-2-01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.28 12 -13 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.56 12 -13 >714 180 BCLL 0.0 * Rep Stress Incr YES WB 0.83 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code IRC2009 /TPI2007 (Matrix) Weight: 167 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, except 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 9 -8 -12 oc bracing. WEBS 1 Row at midpt 4 -12, 6 -12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1= 1494/0 -5 -8 (min. 0 -1 -9), 9= 1537/0 -5 -8 (min. 0 -1 -10) Max Horz 1= 122(LC 5) Max Upliftl=- 240(LC 5), 9=- 282(LC 6) • FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2 =- 2816/461, 2 -3 =- 2555/410, 3 -4 =- 2464/431, 4 -5 =- 1679/332, 5 -6 =- 1725/329, 6 -7 =- 2157/345, 7- 9=- 1470/319 BOT CHORD 1 -13 =- 462/2425, 13 -14 =- 283/1898, 14 -15 =- 283/1898, 12 -15 =- 283/1898, 11 -12 =- 203/1871, 10 -11 =- 203/1871 WEBS 2 -13 =- 345/220, 4 -13 =- 68/633, 4 -12 =- 747/276, 5 -12 =- 171/1087, 6 -12 =- 592/257, 7 -10 =- 205/1890 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. . �Q� PR .- 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (1t =lb) Co ' N N F&- w 1 =240, 9 =282. R 0 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced 9 standard ANSI/TPI 1. 6,V; ! "E r 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. / / LOAD CASE(S) Standard / f 9TF 4/ 1 ,� ' S "C \ N � Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR -74 rev, 10-'08 BEFORE USE. �. 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing sh -1 .:1, Applicability ��&iii is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding POWER ,o P R fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI /OP11 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099268 81105879 A3 Special Truss 3 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Fn May 13 10:36:16 2011 Page 1 I D: pM0 FdeJ Hd3 W cFl euzw57 EXzHOW E -1 zC EDXagkGvgB s400P5tZe908a P1 Vvw3JtYM13zGvlj [ 1 -0A 6 -4 -6 12 -7 -3 I 18-0-0 26 -0-0 l 34 -0-0 5-0-0 1 -0 -0 6 -4 -6 6 -2 -13 5 -4 -13 8 -0 -0 8 -0 -0 1 -0 -0 Scale =1 5 4x4 = 6 V. 600 12 3x4 5 c" 3x4 ze 7 3x6 i le • 2x4 \\ 4 3 �� 3x8 e r 3x8 = 12 11 10 1 3x4 = 558 = 4x12 = 254 II I 9 -0 -9 18-0-0 28 -0.0 I 34 -0-0 I 9 -0-9 8 -11 -7 8 -0 -0 8 -0 -0 Plate Offsets (X,Y): 12:0- 8- 0,0 -0- 61,[8:0 -2- 12,0 -1- 81,[11:0 -1- 12,0 -2- 01,[12:0- 4- 0,0 -3 -01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.29 12 -13 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.57 12 -13 >710 180 BCLL 0.0 * Rep Stress :nor YES WB 0.83 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 169 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF. No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, except BOT CHORD 2 x 4 DF No.1 &Blr G end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 9 -10 -12 oc bracing. WEBS 1 Row at midpt 5 -12, 7 -12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 1574/0 -5 -8 (min. 0- 1 -11), 10= 1536/0 -5 -8 (min. 0 -1 -10) Max Horz 2= 147(LC 5) Max Uplift2=- 296(LC 5), 10=- 281(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2803/451, 3 -4 =- 2543/400, 4 -5 =- 2453/422, 5 -6 =- 1677/331, 6 -7 =- 1722/327, 7 -8 =- 2155/345, 8- 10=- 1469/318 BOT CHORD 2 -13 =- 450/2412, 13 -14 =- 279/1893, 14 -15 =- 279/1893, 12 -15 =- 279/1893, . 11 -12 =- 203/1869 WEBS 3 -13 =- 339/215, 5 -13 =- 60/623, 5 -12 =- 743/272, 6 -12 =- 169/1085, 7 -12 =- 592/257, 8 -11 =- 205/1888 NOTES 1) Unbalanced roof'live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. p P 5) A plate rating reduction of 20% has been applied for the green lumber members. E 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) �N NE-&-R c r / , 2 =296, 10 =281. \ 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11 1 and R802.10.2 and referenced tV 9 standard ANSI /TPI 1. 6. / ! 'E 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. i / LOAD CASE(S) /7 M R S . \N CB Digital Signature EXPIRATION DATE: 06/30/ J May 13,2011 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCL tIDED PIZ TEKREFERENCE PAGE MI1 -74 reu. 10-'08 BEFORE USE. ®m.e EI Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. - -. Applicabtity 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 MiTek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer ror general guidance regarding re fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /1P11 Qualify Criteria, 058.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099269 B1105879 A4 Special Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10:36:20 2011 Page 1 I D:pMOFdeJHd3WcFjeuzw57EXzHOW E- wkRk3vdBnUP6gT0oFE9PjUK5DBnjRnmfEVWaugzGvlf 11-0 -0 2 -5-14 I 18-0-0 I 34 -0 -0 5-0-9 1 - 0 - o z - s -14 15-6 -2 16 -0 -0 .o -o scale = 1.70 1 4x4 = 12 6 00 12 11 71 13 m 14 g 15 6 1 556 we * 7 - 17 cl 6 i 18 12x16 MTIBH 11 4 19 6x10 1. 3 20 �\i A l 3x6 = 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 354 = 556 = 6510 = I 34.0-0 34 -0-0 , - Plate Offsets (X,Y): (2:0- 7- 3,0 -1 -81, 12:0- 8- 7,Edgel, (6:0- 3- 0,0 -3 -41, (20:Edge,0 -3 -8j, 123:0- 3- 8,0 -3 -01, 129:0- 3- 0,0 -3 -01 LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates'Increase 1.15 TC 0.64 Vert(LL) 0.00 20 -21 n/r 180 MT 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.52 Vert(TL) 0.00 20 -21 n/r 180 MT18H 220/195 BCLL 0.0 * Rep Stress Incr YES WB 0.59 Horz(TL) 0.05 30 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.01 20 -21 n/r 90 Weight: 213 lb FT= 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -10 -4 oc purlins, except BOT CHORD 2 x 4 DF No.1 &Btr G end verticals. WEBS 2 x 4 DF No.1 &Btr G *Except* BOT CHORD Rigid ceiling directly applied or 3 -2 -11 oc bracing. 3 -37: 2 x 4 DF Std G WEBS 1 Row at midpt 12 -30 OTHERS 2 x 4 DF Std G WEDGE QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Left: 2 X 6 SYP No.2 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS All bearings 34 -0 -0. (Ib) - Max Horz 2= 163(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 30, 31, 32, 33, 34, 35, 29, 28, 27, 26, 25, 24 except 22=- 4480(LC 14), 2=- 2239(LC 17), 36=- 159(LC 16), 37=- 135(LC 15), 23=- 2540(LC 17) Max Gray All reactions 250 lb or less at joint(s) 31, 32, 33, 34, 35, 36, 29, 28, 27, 26, 25, 24 except 22= 4641(LC 26), 2= 2449(LC 10), 30= 269(LC 18), 37= 333(LC 10), 23= 2576(LC 10) FORCES (Ib) - Max. Comp. /Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 4891/4754, 3 -4 =- 4347/4229, 4 -5 =- 3944/3874, 5 -6 =- 3307/3294, 6 -7 =- 3264/3253, 7 -8 =- 2706/2756, 8 -9 =- 2145/2225, 9- 10=- 1587/1696, 10- 11=- 1025/1167, 11 -12 =- 475/639, 12- 13=- 718/876, 13 -14 =- 1272/1393, 14- 15=- 1831/1907, 15 -16 =- 2390/2425, 16 -17 =- 2949/2955, 17 -18 =- 3508/3483, 18 -19 =- 4069/4039, 19 -20 =- 4644/4543, 20 -22 =- 4626/4489 BOT CHORD 2 -37 =- 4164/4177, 36 -37 =- 3392/3528, 35 -36 =- 2892/2978, 34 -35 =- 2392/2528, 33 -34 =- 1892/2028, 32- 33=- 1392/1528, 31 -32 =- 892/1028, 30 -31 =- 392/528, 29-30=-610/746, 28 29 1110/1246, 7, 24 - -25 =- 31110/ 3246, 27-28=-1610/1746, -23 10/3721463 /463 <C ‘1,0:1 PR 25- 26=- 2610/246 WEBS 4 -37 =- 322/278, 3 -37=- 420/358, 20 -23 =- 4752/4911 c <0 �N F• W O NOTES C� y. 2 r 1) Unbalanced roof live loads have been considered for this design. ,,/ -.; 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL=6 Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; / cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL =1.33 3) Truss designed,for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry , ,. 1 , Gable End Details as applicable, or consult qualified building designer as per ANSI/I 1 -2002. / A 07P;0 4) All plates are MT20 plates unless otherwise indicated. F 5) All plates are 2x4 MT20 unless otherwise indicated. 9 �q - • E �? 6) Gable requires continuous bottom chord bearing. 'I /1 . s. . (\N 7) Gable studs spaced at 2 -0 -0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Digital Signature 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide ( EXPIRATION DATE: 06/30/12 will fit between the bottom chord and any other members. Continued on page 2 May 13,2011 A WARNING - Verify design par•amete.s and READ NOTES ON THIS AND INCLUDED MI'TEKREFERENCE PAGE NBI -7473 rev. 10 -'08 BEFORE USE. , El Design valid for use only with Mir ek connectors. This design is based only upon parameters shown, and is for an individual building component. El Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown X11 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the MiTek' 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 BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099269 B1105879 A4 Special Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 1036.21 2011 Page 2 I D:pMO FdeJ Hd3 WcFjeuzw57EXzH0W E -Ox ?7G EepYoXzl dz_pyg2GisGzb7yAE0oT9G7QGzGvle NOTES 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 30, 31, 32, 33, 34, 35, 29, 28, 27, 26, 25, 24 except (jt =1b) 22 =4480, 2 =2239, 36 =159, 37 =135, 23 =2540. 12) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL =(1 33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 34 -0 -0 for 250.0 plf. 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • a_max:r:a ac wzmwi!swe'm c ara�av2rztr r. .. ?axn'e' -w_sr e�i sa :r=;'. mfflos w v¢ergag WARNING - Verify dcsigrr parameters and READ NOTES ON THIS AND INCLUDED NITRIC REFERENCE PAGE MU -7473 rev, 10 -'08 BEFORE USE, Design valid for use only with MWek connectors. This design is based only upon parameters shown, and is for an individual building component. �"'' -_° Z" _ Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown p d is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibtliity of the IVI iTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. far general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPIl Quality Criteria, DSB -69 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099270 B1105879 B1 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MITek Industries, Inc Fri May 13 10.36 28 2011 Page 1 ID: pMOFdeJHd3WcFjeuzw57EXzHOWE- hHwmkejCvyQzdi ?Kjwlh2AfVZPY2JIug41S ?AMzGvIX - i 1 -0 -0 5-7-4 13 -0-0 19 -6 -0 26 -0-0 I 33 -4 -13 I 39-0.0 Q0.0.9 1 -0 -0 5 -7 -4 7 -4 -13 6 -6 -0 6 -6 -0 • 7 -4 -12 5 -7 -3 .1 -0 -0 Scale = 1 75 9 555 = 600 12 5x6 i 5x6 5 iii i; ) 3x6 3x6 3x4 • 3x4 i4 ,. 8 3 it 9 ^� _ N _ ._ N `` 7011 , 4x6 = 29 28 27 26 25 24 23 22 2120 19 18 17 16 15 14 13 12 4x6 = 803 = 5x16 = 858 = 9 -9 -11 19-6 -0 29-2 -5 39 -0.0 9 -9 -11 9 -8 -5 9 -8 -4 9 -9 -11 Plate Offsets (X,Y): [2:0 -0- 12,0 -0 -2], [5:0- 2- 0,0- 1 -12], [7:0- 2- 0,0- 1 -12], [8:0- 0- 0,0 -0 -0], [10:0 -0- 12,0 -0 -2], [20:0- 8- 0,0 -3 -0], [37.0- 0- 3,0 -2 -4], [43:0- 0- 0,0 -0 -0], [43:0- 0- 0,0 -0 -0], [45:0- 0- 0,0 -0 -0), [45:0- 0- 0,0 -0 -01, [46:0- 0- 0,0 -0 -01, 148:0 -1- 15,0 -1 -01, [48:0 -1- 15,0 -1 -01, [49:0- 0- 3,0 -2 -41, [52'0-0-0,0-0-01,152:0-0-0,0-0-01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (roc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) 0.01 11 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.43 Vert(TL) 0.02 11 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.96 Horz(TL) 0.03 18 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.01 11 n/r 90 Weight: 290 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -5 -5 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3 -11 -3 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 5 -26, 5 -21, 6 -21, 7 -21, 7 -15 OTHERS 2 x 4 DF Std G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS All bearings 39 -0 -0. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. (Ib) - Max Harz 2= 128(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 2=- 1516(LC 15), 26=- 2378(LC 15), 21=- 248(LC 15), 15=- 2364(LC 18), 10=- 1543(LC 18) Max Gray All reactions 250 lb or less at joint(s) 22, 23, 24, 25, 27, 28, 29, 19, 18, 17, 16, 14, 13, 12 except 2= 1756(LC 27), 26= 2780(LC 27), 21= 728(LC 10), 15= 2779(LC 26), 10= 1757(LC 26) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 3467/3230, 3 -4 =- 1646/1621, 4 -5 =- 1274/779, 5 -6 =- 1875/1918, 6 -7 =- 1874/1901, 7 -8 =- 1326/765, 8- 9=- 1589/1619, 9 -10 =- 3468/3217 BOT CHORD 2 -29 =- 2881/3023, 28- 29=- 1955/2154, 27- 28=- 1505/1604, 26- 27=- 1005/1154, 25- 26=- 1382/1543, 24 -25 =- 959/1120, 23 -24 =- 459/620, 22 -23 =- 561/722, 21-22=-1061/1222, 20-21=-1061/1182, 19-20=-794/932, 18-19=-561/682, 17 -18 =- 459/580, 16 -17 =- 959/1080, 15 -16 =- 1381/1502, 14 -15 =- 929/1155, 13 -14 =- 1429/1605, 12 -13 =- 1906/2155, 10 -12 =- 2804/3023 WEBS 3 -26 =- 460/286, 5 -26 =- 2794/2517, 5 -21 =- 1692/1668, 6 -21 =- 400/61, 7 -21 =- 1692/1676, 7 -15 =- 2793/2503, 9 -15 =- 460/287 _ NOTES oko P R OFF- 6 , 1) Unbalanced roof live loads have been considered for this design. 5\ G1 N , ($' / 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; '- /9 , cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 w +/ 'r, ' 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry 1 ' . PE Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6 . ;, 6) Gable studs spaced at 2 -0 -0 oc. ✓ • - EG t • • 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,Q , T 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide i " '1 : Fk 2\ r ((rte will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) A plate rating reduction of 20% has been applied for the green lumber members. V, 'R S . - r 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1516 lb uplift at joint 2, 2378 lb uplift at Digital Signature joint 26, 248 lb uplift at joint 21, 2364 lb uplift at joint 15 and 1543 lb uplift at joint 10. Continued on page 2 - ( EXPIRATION DATE: 06/30/12 May 13,2011 wit ; ,ak ,ma - ,,, , - x , _C - ._ w s.:_ -., A WARNING - Verify design parwsseters and READ NOTES ON THIS AND INCLUDED MtTEK REFERENCE PAGE GIII -7473 rev. 10-'08 BEFORE USA yi , x y �" design P proper er Design valid for use only with Mile], connectors. connectors. This design is based only upon parameters shown, and is for an individual building component. ° Applicability of desi n arameniers and ro incorporation of component is responsibility building designer. Bracing shown P P g fy of 9 desi ner 9 - not truss 9 g is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding F ro P fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPIl Qualify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N Lee Street, Suite312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099270 B1105879 B1 Common Truss 1 1 ,Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10'36'29 2011 Page 2 ID,pMOFdeJHd3WcFjeuzw57EXzHOW E- 9TU8y_kggFYgFsaW HdgwbO BgipuH218_JPCYipzGvIW NOTES 11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI)TPI 1. 12) This truss has been designed fora total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 39 -0 -0 for 250.0 plf. 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard anr�rxam °tea :.x lKW k xsr ns Witi;nEiW_ --.:. - _ . -, . 4• --,s > :>sa:eags :20raP ,zt?zrs.r�ca e7t ® WARNING - Verifij design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE NIII -7473 ran. I0 -'08 BEFORE USE. 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IVIiTeke erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,oP :RS•oa fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N Lee Street, Suite312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099271 BI105879 B2 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10 3630 2011 Page 1 ID pMOFdeJHd3WcFjeuzw57EXzHOWE -df2 W9JISRZght ?9jrLL97bkrcD8nn Hy7X3x6EFzGvIV - I 1 -0 -0 5 -7 -4 13-0-0 136 -0 26 -0-0 33-4-13 35-0-0 g0.0.q -0 -0 5 -7 -4 7 -4 -13 6 -6 -0 6 -6 -0 7 -4 -12 5 -7 -3 1 -0 -0 Scale = 1.74 1 556 = 6 6.00 12 3x4 % 3x4 5 7 356 i i s6 I 2s4_ 2 10 011 / •-• Ems -- `1 17 14 15 16 13 1 7 18 12 - 3510 = 3x4 = 354 = 3510 = 500 = 1 9 -9 -11 19-6 -0 29-2 -5 l 39-0-0 1 9 -9 -11 9 -8 -5 9 -8 -4 9 "9 -11 Plate Offsets (X,Y): 12:0 10 0,0 -0- 10),(7:0- 0- 0,0 -0- 01,18:0- 0- 0,0 -0- 01,19:0- 0- 0,0 -0- 01,110:0- 10- 0,0 -0- 101,113:0- 5- 0,0 -3 -41 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.36 13 -14 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.74 13 -14 >629 180 BCLL 0.0 * Rep Stress Incr YES WB 0.67 Horz(TL) 0.18 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 185 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -3 -10 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 9 -1 -3 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 5 -13, 7 -13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 1850/0 -5 -8 (min. 0 -2 -0), 10= 1850/0 -5 -8 (min. 0 -2 -0) Max Horz 2= 128(LC 5) Max Uplift2=- 327(LC 5), 10=- 327(LC 6) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 3403/548, 3 -4 =- 3077/428, 4 -5 =- 2975/454, 5 -6 =- 2164/387, 6 -7 =- 2164/387, 7 -8 =- 2974/454, 8 -9 =- 3076/428, 9- 10=- 3401/548 BOT CHORD 2 -14 =- 529/2969, 14 -15 =- 319/2421, 15 -16 =- 319/2421, 13 -16 =- 319/2421, 13 -17 =- 216/2420, 17 -18 =- 216/2420, 12- 18=- 216/2420, 10 -12 =- 400/2967 WEBS 3 -14 =- 380/243, 5 -14 =- 11/558, 5 -13 =- 840/306, 6 -13 =- 217/1517, 7 -13 =- 840/306, 7- 12=- 11/557, 9 -12 =- 379/243 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. PR 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 327 lb uplift at joint 2 and 327 lb uplift at �R�U OFF joint 10. \� NGIN ` � /O 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced R 2 standard ANSI /TPI 1. ( / -9 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. Q 16 . :. '4 0 LOAD CASE(S) Standard 7 it ' r �."- OREG• I * T' M./ rt .�� MFR S . 1 \ N Digital Signature 1 EXPIRATION DATE: 06/30/12 May 13,2011 ® WARNING - Verify design parameters and READ NOTES ON IRIS AND INCLUDED MIIEK REFERENCE PAGE PEI-7473 rev, 10 '03 BEFORE USE. �, 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 param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek` E " is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is theresponsibillify of the IVIiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding eeiss., .o R.. fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 058 "89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099272 B1105879 B3 Common Truss 6 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10:36.32 2011 Page 1 ID. pM0FdeJHd3WcFjeuzw57EXzHOWE- Z2AHa ?mjyAwP6JJ5ymNdC0pA61 pHFBRQ ?MOCJ8zGvIT I 5 -7 -4 13-0-0 19-6 -0 2640.0 33 -4 -13 I 39.0.0 0.0.0 I 5.7 -4 7 -4 -13 6 -6 -0 6 -6 -0 7-4 -12 5 -7 -3 '1 -0 -0 Scale = 1'74 2 506 = 5 6 00 12 3x4 - % 3x4 4 6 3xfi C,- \ 3x6 2x4 3 7 2x4 -% 2 6 / 9 . • L :TT- 13 14 15 16 17 11 R4%%11 I6 '3x10 = 12 3x4 = 5x10 = 3x4 = 3010 = 9 -9 -11 19-6 -0 29-2 -5 39-0-0 9 -9 -11 9 -8 -5 9 -4 9 -9 -11 Plate Offsets (X,-Y): 11:0- 10- 0,0- 0 -10(, 16:0-0-0,0-0-01.18:0-0-0,0-0-01,19:0-10-0,0-0-101, 112:0- 5- 0,0 -3 -41 - . LOADING (psf) SPACING 2 -0 -0 CSI DEFL in •(loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.36 11 -12 >999 240 MT20 220/195 TCDL 7.0 . Lumber Increase 1.15 BC 0.79 Vert(TL) -0.74 11 -12 >628 180 - BCLL 0.0 * Rep Stress Ina' YES WB 0.67 Horz(TL) 0.18 9 n/a n/a i BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 183 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -3 -10 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G , . BOT CHORD Rigid ceiling directly applied or 9 -0 -2 oc bracing. WEBS 2 x4 DF Std G . WEBS 1 Row at midpt 4 -12, 6 -12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1= 1770/0 -5 -8 (min. 0- 1 -14), 9= 1851/0 -5 -8 (min. 0 -2 -0) Max Horz1=- 138(LC 6) Max Uplift1=- 271(LC 5), 9=- 327(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 3417/560, 2 -3 =- 3088/436, 3 -4 =- 2985/462, 4 -5 =- 2167/388, 5 -6 =- 2167/389, 6 -7 =- 2977/454, 7 -8 =- 3079/429, 8 -9 =- 3403/549 BOT CHORD 1- 13=- 541/2984, 13 -14 =- 323/2426, 14 -15 =- 323/2426, 12 -15 =- 323/2426, 12 -16 =- 218/2423, 16 -17 =- 218/2423, 11 -17 =- 218/2423, 9 -11 =- 401/2969 WEBS 2 -13 =- 388/249, 4 -13 =- 17/566, 4 -12 =- 844/309, 5 -12 =- 218/1519, 6 -12 =- 840/306, 6- 11=- 11/557, 8 -11 =- 379/243 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 - 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. PR 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint 1 and 327 lb uplift at ( L e,�D OF FS , joint 9. • NGINE s ,C. / 7) This truss is designed iii accordance with the 2009 International Residential Code sections R502.11.1 and R802,10.2 and referenced i R L standard ANSI /TPI 1. ‘ y 8) "Fix heels only:' Member end fixity model was used in the analysis and design of this truss. ' . 1 o "' E . r LOAD CASE(S) Standard j' • .' -O .,—.e.../.., OR O■. ,�?i • -y , ,- :.., . - ' G l< , - tit R S. �\ Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 te"�re14r LOCIPM aNd2t eerAVCS7 digits' lOrgir. -Pnt- _321,10 .r, , "•°•• FAUM ,m a r ,,,, 1 "iga i5'_P':'A .36 ?n:0.VWA'9S?:` 11"0 YLr�`.� ,F;71.3"6...UFACM12ON •.•. -- RVWF G,:W4ar NM CLIM A WARNING - Verify design parameters an III d READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE , - 7473 reu, 10 -•O8 BEFORE USE. q p Design valid for use only with,Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. q=ty g Applicability of design poroinenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek' a. a-'SSS is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IVIiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding Pow q ro PE . -o fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DS13-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. - Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099273 B1105879 B4 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10.36:39 2011 Page 1 ID. pMOFdeJHd3WcFjeuzw57EXzHOWE- s05w20s6JKoPSOLRsk ?H UcNnrH90HcScyd43EzGvIM 5 -7 -4 13-0.0 1 96-0 26 -0.0 33 -4 -13 310.0 90.0.0 5 -7 -4 7 -4 -13 6 -6 -0 6-6 -0 7 -4 -12 5 -7 -3 1 -0 -0 Scale .1 75 9 5x6 = 5 600 12 0l 5x i 5x6 4 3x8 i /�, �� 3 0 1 _ 011 \ � 3x6 \3x4 IL 4,d 3x9 i - 7 f.� 8 1.,-,,_,_9 , A 4x6 = 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 dx6 = 8x8 = 5x16 = 8x8 = 9 -9 -11 19.6.0 29-2 -5 390.0 9 -9 -11 9 -8 -5 9 -8 -4 - 9 -9 -11 Plate Offsets (X,Y): [1:0 -0- 12,0 -0 -2], [4 2- 0,0- 1 -12], [6:0- 2- 0,0- 1 -12], [9:0 -0- 12,0 -0 -2], [20:0- 8- 0,0 -3 -0], [36:0- 0- 3,0 -2 -4], [42:0- 0- 0,0 -0 -0], [42:0- 0- 0,0 -0 -0], [44:0- 0- 0,0 -0 -0], 144: 0- 0 0,0 - 0 - 01,145:0 0- 0,0 -0- 01,[47:0 -1- 15,0 -1- 01,[47:0 -1- 15,0 -1- 01,[48:0- 0- 3,0 -2- 41,[51:0- 0- 1,0 -0- 01,[51:0- 0- 1,0 -0 -01 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) 0.01 10 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.46 Vert(TL) 0.02 10 n/r 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.03 17 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.01 10 n/r 90 Weight: 288 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -5 -4 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3 -10 -11 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 4 -25, 4 -19, 5 -19, 6 -19, 6 -14 OTHERS 2.x 4 DF Std G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS All bearings 39 -0 -0. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. (Ib) - Max Horz 1=- 138(LC 17) Max Uplift All uplift 100 lb or less at joint(s) except 1=- 1475(LC 17), 25=- 2379(LC 15), 19=- 248(LC 15), 14=- 2364(LC 18), 9=- 1543(LC 18) Max Gray All reactions 250 lb or less at joint(s) 21, 22, 23, 24, 26, 27, 28, 18, 17, 16, 15, 13, 12, 11 except 1= 1683(LC 27), 25= 2782(LC 27), 19= 728(LC 10), 14= 2779(LC 26), 9= 1757(LC 26) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 3468/3230, 2 -3 =- 1646/1621, 3 -4 =- 555/767, 4 -5 =- 1874/1917, 5 -6 =- 1874/1901, 6- 7=- 1326/765, 7- 8=- 1589/1619, 8 -9 =- 3468/3217 BOT CHORD 1 -28 =- 2882/3031, 27- 28=- 1957/2156, 26- 27=- 1507/1606, 25- 26=- 1007/1156, 24- 25=- 1382/1543, 23 -24 =- 959/1120, 22 -23 =- 459/620, 21 -22 =- 561/722, 20- 21=- 796/973, 19 -20 =- 1061/1222, 18- 19=- 1061/1182, 17- 18=- 561/682, 16 -17 =- 459/580, 15 -16 =- 959/1080, 14-15=-1381/1502, 13 -14 =- 929/1155, 12- 13=- 1429/1605, 11 -12 =- 1906/2155, 9 -11 =- 2804/3023 WEBS 2 -25 =- 463/289, 4 -25 =- 2794/2518, 4 -19 =- 1691/1667, 5 -19 =- 401/62, 6 -19 =- 1692/1677, 6 -14 =- 2793/2503, 8 -14 =- 460/287 NOTES <( O PROF 1) Unbalanced roof live loads . have been considered for this design. �� � S 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; R _ cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4 0 y 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry 1 �I�'� " Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. / / 4) All plates are 2x4 MT20 unless otherwise indicated. • 5) Gable requires' continuous bottom chord bearing. W. 6) Gable studs spaced at 2 -0 -0 oc. y/ - • R 0:0•. � � 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,Q )' . 8)' This truss.has beeh designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide 'I F / -� ..� E . 2 ` �4, will fit between the bottoni,chord and any other members, with BCDL = 10.0psf. / li t R - \ - 9) A plate rating reduction of 20% has been applied for the green lumber members. nj . 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1475 lb uplift at joint 1, 2379 lb uplift at Digital Signature joint 25, 248 lb uplift at joint 19, 2364 lb uplift at joint 14 and 1543 lb uplift at joint 9. Continued on page 2 ( EXPIRATION DATE: 06/30/12 May 13,2011 4 - ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE MITI -7473 reu. 10'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is,based only upon parameters shown, and is for on individual building component. p®®p "• Ly Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown F�1 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding *o P6 fabrication, qualify control. storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099273 B1105879 B4 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7,250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10:36'40 2011 Page 2 ID.pMOFdeJ Hd3WcFjeuzw57EXzHOWE- KbflGksk4ewG3YweORW WXi9YXFd07ksbrcMebgzGvlL NOTES 11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPi 1. 12) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 - - to 39 -0 -0 for 250.0 plf 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • ii'mmxior,s,„E`,r3L3' ;1v4r iciai 1Ff, £F"4 C:imi y, -xx itb:1igf � '37: ariva iaithi amix1;,;•xmtri5464,11..'r+rgal Y:oL5 r8 ismi ifi ' F993 .. :c• tam ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIIHK REFERENCE PAGE MII.74 reu. 10'08 BEFORE USE. 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 paramenters and proper incorporation of component is responsibility of building designer - not Truss designer. Bracing shown p 25 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding owaw r�wronK fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 i. Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099274 B1105879 C1 Special Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10:36:45 2011 Page 1 ID. pMOFdeJHd3WcFjeuzw57EXzHOW E- hYSBJSwsuAZZAJobD_6h EIsOJGJBoBbL GtzGvIG 1 0 0 1 &0.0 36 -0.0 7 -0-a I i 1 -0 -0 18-0.0 18-0-0 Scale = 1 69 7 5x6 = 11 a 6.00 10 12 g 13 8 14 7 15 `} 656 i 6 1 16 _ 6x6 2 E 7.. _ ILIb p 21 I", 4,00 = 516 - 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x10 I 36 -0-0 I 36.0.0 Plate Offsets (X,Y): f2:0- 0- 7,Edge], f5:0- 3- 0,Edge], f17:0- 3- 0,Edgef, f20:0- 0- 6,Edgej, [29:0- 3- 0,0 -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 0.61 Vert(LL) 0.01 21 n/r 180 MT20 220/195 TCDL 7 0 Lumber Increase 1.15 BC 0.54 Vert(TL) 0.01 21 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.16 Horz(TL) 0.05 29 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 20 n/r 90 Weight: 211 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2 -10 -2 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3 -1 -9 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 11 -29 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS All bearings 36 -0 -0. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. (Ib) - Max Horz2= 149(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 30, 31, 32, 33, 34, 35, 28, 27, 26, 25, 24, 23 except 2=- 2327(LC 17), 36=- 130(LC 16), 22=- 131(LC 17), 20=- 2333(LC 18) Max Gras All reactions 250 lb or less at joint(s) 29, 30, 31, 32, 33, 34, 35, 28, 27, 26, 25, 24, 23 except 2= 2520(LC 10), 36= 358(LC 25), 22= 359(LC 28), 20= 2517(LC 9) FORCES (Ib) - Max- Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 5227/5102, 3 -4 =- 4017/3987, 4 -5 =- 3429/3450, 5 -6 =- 3387/3409, 6 -7 =- 2843/2906, 7 -8 =- 2282/2376, 8- 9=- 1724/1847, 9- 10=- 1164/1319, 10 -11 =- 611/789, 11- 12=- 602/775, 12- 13=- 1154/1289, 13- 14=- 1714/1805, 14 -15 =- 2273/2321, 15 -16 =- 2833/2847, 16 -17 =- 3333/3349, 17 -18 =- 3404/3390, 18- 19=- 3981/3933, 19 -20 =- 5167/5048 BOT CHORD 2 -36 =- 4461/4644, 35 -36 =- 3483/3643, 34 -35 =- 2961/3143, 33- 34=- 2483/2643, 32- 33 = -1983 /2143,31 -32 =- 1483 / 1643,30 -31 =- 983/1143,29 -30 =- 483/643, 28- 29=- 502/662, 27 -28 =- 1002/1162, 26 -27 =- 1502/1662, 25 -26 =- 2002/2162, 24 -25 =- 2502/2662, 23 -24 =- 2958/3162, 22 -23 =- 3502/3662, 20 -22 =- 4457/4662 WEBS 3- 36=- 259/160, 19- 22=- 261/161 NOTES _ 1) Unbalanced roof live loads have been considered for this design. p S 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; �� E PR cantilever left and right exposed ; Lumber DOL =1 33 plate grip DOL =1.33 \c ' N s 0 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry c • 2 Gable End Details as applicable, or consult qualified building designer as perANSI /TPI 1 -2002. ' 9 4) All plates are 2x4 MT20 unless otherwise indicated. Q .L O f , f 5) Gable requires continuous bottom chord bearing. // - r 6) Gable studs spaced at 2 -0 -0 oc. • 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide 1� will fit between the bottom chord and any other members. A A T OR� -I \ 9) A plate rating reduction of 20% has been applied for the green lumber members. 9 fi �, l ' !' 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 30, 31, 32, 33, 34, /1 i . �N� 35, 28, 27, 26, 25, 24, 23 except (jt =Ib) 2 =2327, 36 =130, 22 =131, 20 =2333. R S. . 11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11 1 and R802.10.2 and Digital Signature referenced standard ANSI/TPI 1. Continued on page 2 ( EXPIRATION DATE: 06/30/12 May 13,2011 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCL UDED MIIEK REFERENCE PAGE FITI -7473 rev. 10-'08 BEFORE USE. ; p°"° r ; µ , �'' Design valid for use only with M7ek connectors This design is based only upon parameters shown, and is for an individual building component. Applicability of design commenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p ' q r '� '" is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the MiTek` lek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER ,a fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /1PI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 GI eenback Lane, suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099274 61105879 C1 Special Truss 1 1 ,Job Reference (opfional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Fri May 13 10:36'46 2011 Page 2 ID: pM0FdeJHd3WcFleuzw57EXzHOWE- 9kOZWoxVfUhQ oTNnnidwnzOZ3gfQXegUDYpypKzGvlF NOTES 12) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 36 -0 -0 for 250.0 plf. 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • +S'yiritY.l''»".` Tiittrfra •- :LrAIMAinVftei3'Ptra,.?F :tryw erwu .a,:_:....vaw ur! ,7r atrimaxr ..st vammsurv fl._nsr're TsJ.' rrrih:...9a5^A^ A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I U- 7473 rev. 10 -'O8 BEFORE USE. q WM Design valid for use only wilt; M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. 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 'a the responsibillity of the MiTek° erector. Additional permanent bracing of the overall structure is the responsibility at the building designer. For general guidance regarding -- - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPl1 Quality Criteria, DSB -B9 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus'Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099275 B1105879 C2 Special Truss 7 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10:36 47 2011 Page 1 ID. pMOFdeJHd3WcFjeuzw57EXzHOWE- dxayk7y7QnpHPdy _KP89JAxn04zZG_sdSCZVLmzGvIE 1 1 -0 -0 6 -4 -4 12 -7 -3 I 1 &0.0 23-4 -13 25-7 -13 36 -0.0 37 -0.1) 1 -0-0 6 -4 -4 6 -3 -0 5 -4 -13 5 -4 -13 6-2-15 6 -4 -3 '1 -0 -0 Scale = 1.68.7 5x6 = 6 7.� 600 72 3x4 3x4 5 7 e. 3x6 m 3x6 2x4 's 4 8 2x4 t �l 9 2 100 14 15 16 13 17 18 12 3x8 = 3x4 = 3x8 = 5510 = 3x4 = 9 -0 -8 I 18-0 -0 26 -11 -9 36 -0-0 9 -0 -8 8 -11 -9 8 -11 -8 9 -0 -8 Plate Offsets (X,Y): 12:0- 8- 0,0 -0- 61,17:0- 0- 0,0 -0 -01 ,19:0- 0- 0,0 -0- 01,(10:0- 8- 0,0 -0- 61,113:0- 5- 0,0 -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 0.39 Vert(LL) -0.28 13 -14 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.58 13 -14 >739 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 170 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -5 -1 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 9 -11 -14 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 5 -13, 7 -13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 1705/0 -5 -8 (min. 0- 1 -13), 10= 1705/0 -5 -8 (min. 0 -1 -13) Max Horz 2= 120(LC 5) Max Uplift2=- 306(LC 5), 10=- 306(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 3079/472, 3 -4 =- 2820/422, 4 -5 =- 2729/443, 5 -6 =- 1975/358, 6 -7 =- 1975/358, 7 -8 =- 2728/443, 8 -9 =- 2819/422, 9- 10=- 3078/472 BOT CHORD 2 -14 =- 443/2656, 14 -15 =- 271/2152, 15 -16 =- 271/2152, 13 -16 =- 271/2152, 13- 17=- 187/2151, 17- 18=- 187/2151, 12- 18=- 187/2151, 10 -12 =- 323/2655 WEBS 3 -14 =- 336/214, 5 -14 =- 61/601, 5 -13 =- 730/274, 6 -13 =- 211/1414, 7 -13 =- 730/274, 7 -12 =- 61/600, 9 -12 =- 336/214 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. PR 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) ��,ED L Fe- , This truss 10=306. i g c3. �r1GINE, s�P 7) This truss is desi ned in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced • standard ANSI/TPI 1. w 9 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 16 % ►� +' r LOAD CASE(S) Standard /2,,, to b T ORE -d , Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 - _ ., ".� �•. '° - '�_ -�. b .Y. "V3 .�^ ,�; : .'^.€ • :' `^ •4a'^ _ 1 r k .. .. - .}7✓FiC Mi.3: < ® WARNING - Ve -u t3 design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE 1811-74 rev. 10 -'08 BEFORE USE q p 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown rrzzsD7 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding wsa ,o fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 99610 Job Truss Truss Type City Ply Pulte Homes - Summer Cr Phase II bid 1 R33099276 01105879 C3 Special Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10.36.51 2011 Page 1 ID: pMOFdeJHd3WcFjeuzw57EXzHOWE- VipSZV? dUOJiuEGIZFD5U06SbhNOCkgDMgXjUXzGvIA 1 ' 6-4-4 6 -4-4 i 12 -7 -3 I 18-0-0 23 -4 -13 29-7 -13 36 -0-0 7 -o-0 0 0 6-4 -4 6 -3 -0 5 -4 -13 5.4 -13 6 -2 -15 6-4-3 1 -0 -0 Scale a 1734 5x6 = 6 6,00 i, b 3x8 = 3x8 = 4x6 IF 4x6 6 1 �„ 3x6' M 3x6 d 4 8 3 •1 2 R: 9 IS I 1 2 • ___ 10 �. .. _._._._._ -_._ _ ._._ _._._- -._._. ��� ._._._ ._._._. �._.....� 11 1 3 4x6 = 24 23 22 43 21 20 44 19 18 17 45 16 15 46 14 13 12 4x6 = 6x6 = 5x10 = 6,6 = I 9 -0 -8 I 18-0-0 26 -11 -9 36 -0.0 1 9 -0 -8 8 -11 -9 8 -11 -8 9 -0 -8 Plate Offsets (X,Y): [5:0- 2- 8,0 -1- 8),15:0- 4- 0,0 -1- 5],[7:0- 4- 0,0 -2- 21,[7:0- 2- 8,0 -1- 8),[18:0- 5- 0,0 -3 -01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in floc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.44 Vert(LL) 0.02 11 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.45 Vert(TL) 0.03 11 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.88 Horz(TL) 0.03 16 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.01 11 n/r 90 Weight: 249 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -7 -1 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 4 -0 -14 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 5 -23, 5 -18, 6 -18, 7 -18, 7 -13 OTHERS 2 X 4 DF Std G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS All bearings 36 -0 -0. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. (Ib) - Max Horz 2= 120(LC 15) Max Uplift All uplift 100 lb or less at joint(s) 22, 14 except 2=- 1418(LC 15), 23 =- 2115(LC 15), 18 =- 220(LC 15), 13=- 2107(LC 18), 10=- 1442(LC 18) Max Gray All reactions 250 lb or less at joint(s) 19, 20, 21, 22, 24, 17, 16, 15, 14, 12 except 2=1648(LC 27), 23= 2550(LC 27), 18= 873(LC 10), 13= 2549(LC 26), 10= 1648(LC 26) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 3189/2996, 3 -4 =- 1208/1233, 4 -5 =- 618/806, 5 -6 =- 1557/1618, 6 -7 =- 1558/1606, 7 -8 =- 562/805, 8- 9=- 1165/1191, 9 -10 =- 3189/2973 BOT CHORD 2- 24=- 2653/2769, 23 -24 =- 1652/1769, 22 -23 =- 1429/1581, 22- 43=- 1188/1341, 21 -43 =- 856/1022, 20 -21 =- 539/691, 20- 44=- 188/341, 19 -44 =- 3261478, 18 -19 =- 825/978, 17- 18=- 826/942, 17 -45 =- 325/442, 16 -45 =- 189/305, 15- 16=- 539/655, 15 -46 =- 833/986, 14- 46=- 1189/1264, 13 -14 =- 1428/1545, 12- 13=- 1587/1770, 10 -12e- 2586/2769 WEBS 3 -23 =- 396/244, 5 -23 =- 2530/2311, 5 -18 =- 1460/1426, 6 -18 =- 335/36, 7 -18 =- 1460/1431, 7- 13=- 2529/2302, 9 -13 =- 396/244 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL =4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B, enclosed, MWFRS (low -rise) gable end zone; cantilever left and right - exposed ; Lumber DOL =1.33 plate grip DOL =1.33 < <-9s PR OFF 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry � of N (9 Ga End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. c 0N F - 4% 4) All plates are 2x4 MT20 unless otherwise indicated. " 5) Gable requires continuous bottom chord bearing. 1 E • 6) Gable studs spaced at 2 -0 -0 oc. • / 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall'by 2 -0 -0 wide r' I' will fit between the bottom chord and any other members, with BCDL = 10.0psf. � • f 9) A plate rating reduction of 20 ° / "has been applied for the green lumber members. ' -o OREG 0' i 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 14 except - 9 �/v/ . !G (jt=lb) 2 = 23 =2115, 18 =220, 13 =2107, 90 =1442. 8 % 0. 11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and M F R S 1 N 4 referenced standard ANSI/TPI 1. Digital Signature Continued on page 2 ( EXPIRATION DATE: 06/30/12 May 13,2011 .rifir 4.01..iAav 'M . "aiihro' 07,04 .F1,1w ote.TSM'TVatit _ ':A$5r "» 3,-i,. 9: a lemetvsra36Ef milmi ... inc,x Pik.. - A �.._P finn, it ..s`s^F',,w0 S 1",/m ' La- _ r li ,..Awg1L 54,1 igra '9? A WARNING - Verify design parameters an READ NOTES ON THIS AND INCLUDED MITER" REFERENCE PAGE MII -74 rev. 10 -'08 BEFORE USE m � ' Design valid for use only with Mire!, connectors. This design is based only upon parameters shown, and is for an individual building component. - Applicability of design parom enters 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 responsbillity of the MiTek' 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, 059 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099276 B1105879 C3 Special Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Fn May 13 10:36:51 2011 Page 2 ID:pMOFdeJ Hd3WcFjeuzw57EXzHOW E- UpSZV'? dUOJiuEGIZFD5U06SbhNOCkgDMgXjUXzGvlA NOTES 12) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 36 -0 -0 for 250.0 plf. 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • ••0 uFaa - C 114SSIME3:kiraTie .: °---- .urs. r , AV93114 s. _,^„ aL r .°;s_:WAVM - r; MA .. -,awls WARMING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MEEK REFERENCE PAGE MIIf -7473 rev. 1O -'O8 BEFORE USE, ay, Design void for use only with Mitch connectors This design is based only upon parameters shown, and is for an individual building component. Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer.'Bracing shown p q ' j is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the Mi Iek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER ra fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /iPll Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099277 B1105879 D1 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industnes, Inc. Fn May 13 10:36:57 2011 Page 1 ID: pMOFdeJHd3WcF) euzw57EXzHOWE- KsAkgY404s3sc9jvwWKVjHMS56Qhcdt611 _1 hBzGvl4 ) 1 -0 -0 17 I 34 -0.0 3s40 1 -ao 17 -0 -0 17-0-0 '1 -0 -0 Scale = 1 69 9 4x4 = 11 600 12 10 12 9 13 5x 16 5x6 iii 9 2 11 M 1 28 . o 11111kiii....10 p21M ig. 3x6 = 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x6 = 1,6 = I 34 -0.0 34-0-0 Plate Offsets (X,Y): 12:0- 7- 3,0 -1 -81, )2:0- 8- 7,Edgel, )5:0- 3- 0,Edge), 117:0- 3- O,Edge(, (20:0- 8- 7,Edge), (20:0- 7- 3,0 -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 0.56 Vert(LL) 0.00 21 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.50 Vert(TL) 0.00 21 n/r 180 BCLL 0.0 * Rep Stress !nor YES WB 0.14 Horz(TL) 0,05 30 n/a n/a BCDL 10.0 Code IRC2009fTP12007 (Matrix) Wind(LL) 0.00 21 n/r 90 Weight: 199 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -11 -9 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3 -3 -1 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 11 -30 WEDGE Left: 2 X 6 SYP No.2, Right: 2 X 6 SYP No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS All bearings 34 -0 -0. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. (lb) - Max Horz 2= 114(LC 15) Max Uplift All uplift 100 lb or less at joint(s) 31, 32, 33, 34, 35, 36, 29, 27, 26, 25, 24, 23 except 2=- 2205(LC 11), 37=- 112(LC 16), 22=- 113(LC 17), 20=- 2211(LC 18) Max Gray All reactions 250 lb or less at joint(s) 30, 31, 32, 33, 34, 35, 36, 29, 27, 26, 25, 24, 23 except 2= 2365(LC 10), 37= 282(LC 25), 22= 284(LC 28), 20= 2368(LC 9) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 4926/4803, 3 -4 =- 4009/3958, 4 -5 =- 3411/3416, 5 -6 =- 3102/3045, 6 -7 =- 2837/2888, 7 -8 =- 2278/2358, 8 -9 =- 1719/1829, 9- 10=- 1159/1300, 10- 11=- 606/771, 11-12=-607/767, 12- 13=- 1159/1282, 13 -14 =- 1719/1797, 14 -15 =- 2278/2314, 15 -16 =- 2838/2842, 16 -17 =- 3061 / 3044,17 -18 =- 3395/ 3371,18 -19 =- 3963/3918,19 -20 =- 4880/4763 BOT CHORD 2-37=-4168/4394, 36 -37 =- 3492/3644, 35 -36 =- 2992/3144, 34- 35=- 2492/2644, 33 -34 =- 1992/2144, 32 -33 =- 1492/1644, 31- 32=- 992/1144, 30 -31= 492/644, 29 -30 =- 493/645, 28 -29 =- 743/894, 27 -28=- 993/1145, 26- 27=- 1493/1645, 25- 26=- 1993/2145, 24 -25 =- 2493/2645, 23 -24 =- 2993/3145, 22 -23 =- 3493/3645, 20 -22 =- 4177/4394 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; � cko PR - , cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 C j� N G I NE- cs 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry •� Q 2 Gable End Details as applicable, or consult qualified building designer as per ANSI /TPI 1 -2002. � 4) All plates are 2x4 MT20 unless otherwise indicated. 16: e' 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2 -0 -0 oc. .4„, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y . r 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide 4• will fit between the bottom chord and any other members. -0 A ON . • ` , - k. 9) A plate rating reduction of 20% has been applied for the green lumber members. '-T1 ' 44SE", �" C G 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 31, 32, 33, 34, 35, p I G 36, 29, 27, 26, 25, 24, 23 except (1t =lb) 2 =2205, 37 =112, 22 =113, 20 =2211. M F R S , 1 11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and Digital Signature referenced standard ANSI/TPI 1. Continued on page 2 ( EXPIRATION DATE: 06/30/12 May 13,2011 ...-, _ .'.F�s� ' ODE; �Sa..u>`- "tth' .x...v . S , - y.:w ,'_,.. . ,:s.?15; .fi. A :'mil -r- s :`4:ae. - .,R.om `,,..., ,,,,_r F: A,t ,T.,v i,, s.R. -,.. ,::.u; >- ,....;3 ( WARNING - Verify design m 0'0 paraeters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE IIII -7473 rev, 18 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Sit Applicability of design carom enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown r- LLL4433333 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IVIiTek` erector. Additional permanent brucing of the overall structure is the responsibility of the building designer. For general guidance regarding o ,o fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPIl Quality Criteria, DSB -59 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099277 B1105879 D1 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10:36.57 2011 Page 2 ID. pMOFdeJHd3WcFjeuzw57EXzHOWE- KsAkgY404s3sc9 (vwWKVjHMS56Qhcdl6ll_1 hBzGvl4 NOTES 12) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 34 -0 -0 for 250.0 plf. 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • rommef aa .=•.E.. :�fmrezu rt2.rf �v._.. f as: ... - asr€- , . , — ,arnemsx. =:rte aa:�v+. m�u r.-�.c. :�.....a., ,...: se•.s -;.�•x w: - -'-- ° -r A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIlBKREFERENCE PAGE MII -7473 rev. 10 -'08 BEFORE USE. S' ZY Design valid for use only wills MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. B �$ Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown {� 55 kkk���222 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I YIiTek° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWeR To PER [01714.. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, 559 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099278 81105879 D2 Common Truss 3 1 .lob Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Fri May 13 10:36:59 2011 Page 1 I D: pM0 FdeJ Hd3WcFjeuzw57EXzH DW E -GE I U FESebTKarTt H 1 xMzol RgTv5a3Q Q OC 3T8m 3zGvl2 1 0 0 5 -4 -15 10-7 -14 17 -0-0 23-4-2 28-7 -1 34.0 -0 330.0.0 1 1 -0 -0 5-4 -15 5 -2 -15 6 -4 -2 6 -4 -2 5 -2 -15 5 -4 -15 I 1 -0 -0 Scale = 1.65.0 454 = 6 1. 600 12 34 4 i 354 3x6 2x4 14 358 = 3x8 = 3x4 = 456 = 358 = 458 = 354 = I 8 -6 -0 17 -0.0 25-6 -0 1 34 -0-0 8 -6 -0 8 -6 -0 i 8-6 -0 8-6-0 Plate Offsets (X,Y): [2:0- 8- 0,0 -0- 61,[7:0- 0- 0,0 -0- 0),(9:0- 0 -0,0 -0 -01,11 0:0- 8- 0,0 -0 -61 . LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft L/d PLATES GRIP . TCLL 25.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.20 14 -16 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.45 14 -16 >888 180 BCLL 0.0 * Rep Stress Incr YES WE 0.52 • Horz(TL) 0.13 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 160 lb FT= 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -8 -0 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G „ SOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 5 -14, 7 -14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 1575/0 -5 -8 (min. 0- 1 -11), 10= 1575/0 -5 -8 (min. 0-1-11) Max Horz 2= 114(LC 5) Max Uplift2=- 292(LC 5), -10=- 292(LC 6) FORCES (lb) - Max. Comp. /Max, Ten. - All forces 250 (lb) or less except when shown. . TOP CHORD 2 -3 =- 2814/445, 3 -4 =- 2567/389, 4 -5 =- 2429/401, 5 -6 =- 1800/330, 6 -7 =- 1800/330, 7 -8=- 2428/401, 8 -9 =- 2566/389, 9 -10 =- 2813/446 BOT CHORD 2 -16 =- 420/2425, 16 -17 =- 290/2075, 17 -18 =- 290/2075, 15 -18 =- 290/2075, 14 -15 =- 290/2075, 14- 19=- 191/2075, 13- 19=- 191/2075, 13- 20=- 191/2075, 12 -20 =- 191/2075, 10 -12 =- 306/2423 WEBS 3 -16 =- 258/167, 5 -16 =- 4/442, 5 -14 =- 743/267, 6 -14 =- 160/1183, 7 -14 =- 742/267, 7 -12 =- 5/441, 9 -12 =- 258/167 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf;.h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; - cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 =6 -0 tall by 2 -0 -0 wide • will fit between the bottom chord and any other members, with BCDL = 10.Opsf. f(- Q Q PR OF� 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) �� ,AAGI NE; h' (r /O 2=292, 10=292. 2 co. 7) This truss is designed in accordance with the 2009, International Residential Code sections.R502,11.1 and R802.10.2 and referenced 144 T' standard ANSI /TPI 1. 1 • a • !'',E r 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. // LOAD CASE(S) Standard P / --o OR - 0 -. ,„0 Digital Signature EXPIRATION DATE: 06/30/12 J May 13,2011 o ma _- ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED METRIC REFERENCE PAGE 1411 -7473 rev. 10-'OS BEFORE USE. a Design valid for use only with MTe nnectors. This design is based only upon parameters shown, and is for an individual building component. ,.... 3. " 1 N Applicability of design cerement rs And proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown T [[[999 is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the respdnsibillity of the MiTek° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding P 0 W E17 TO R fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria. DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099279 B1105879 D3 Common Truss 6 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek lndustnes, Inc. Fn May 13 1037:00 2011 Page 1 ID pMOFdeJHd3WcFjeuzw57EXzH0WE- IRssSa6HMnSRTcSUbetCLw — ?9JRhotfYRjDh)WzGvl1 5-4 -15 10-7 -14 17 -0-0 23-4 -2 I 28-7 -1 I 34 -0-0 T 35-0-0 i 5 -4 -15 5 -2 -15 6.4 -2 6 -4 -2 5 -2 -15 5 -4 -15 1 -0 -0 Scale = 1 65 0 4x4 = 5 600 12 3x4 i 3x4 4 6 3x5 r 3x6 d 4 \ 2x4 3 2x ', •,', 2 v 8 9 � ibb o Ibb n 10I 1 15 16 17 14 13 12 18 19 11 128 358 = 318 = 3x4 = 456 = 3x8 = 448 = 3x4 = 8-6 -0 i 17 -0-0 I 25-6 -0 34 -0-0 8-6-0 8 -6 -0 8 -6 -0 8 -6 -0 Plate Offsets (X,Y): [1:0- 8- 0,0 -0- 6),)6:0- 0- 0,0 -0- 0),[8:0- 0- 0,0 -0- 0),)9:0- 8- 0,0 -0 -61 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.20 11 -13 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.45 11 -13 >886 180 BCLL 0.0 * Rep Stress Incr YES WB 0.52 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 158 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -7 -8 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 WEBS 1 Row at midpt 4 -13, 6 -13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1= 1495/0 -5 -8 (min. 0-1-10), 9= 1576/0 -5 -8 (min. 0-1-11) Max Horz 1=- 123(LC 6) Max Uplift1 =- 236(LC 5), 9=- 292(LC 6) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2 =- 2814/458, 2 -3 =- 2579/393, 3 -4 =- 2441/411, 4 -5 =- 1803/331, 5 -6 =- 1803/333, 6 -7 =- 2431/402, 7 -8 =- 2569/390, 8 -9 =- 2816/446 BOT CHORD 1 -15 =- 433/2441, 15 -16 =- 296/2082, 16- 17=- 296/2082, 14 -17 =- 296/2082, 13 -14 =- 296/2082, 13 -18 =- 194/2078, 12- 18=- 194/2078, 12 -19 =- 194/2078, 11-19=-194/2078, 9-11=-307/2426 WEBS 2 -15 =- 266/173, 4 -15 =- 12/452, 4 -13 =- 748/271, 5 -13 =- 162/1185, 6 -13 =- 742/267, 6 -11 =- 5/441, 8 -11 =- 258/167 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf, BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. � E Q ' s 5) A plate rating reduction of 20% has been applied for the green lumber members. F F 6) Provide mechanical connection (by others) of truss to bearing'plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) ' � '\ G .0 1' =236, 9 =292. �N F 9 s 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced - standard ANSI/TPI 1. '. -4: • •' t" 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. - LO CASE(S) Standard IF d 0., 0„ mo o, F R S. T\ Digital Signature EXPIRATION DATE: 06/30/12 i May 13,2011 -% ^L'xiRi51'kRF1cakRr3!'Ri�%wiRiAL 3r�':�'.w:'ePr ..�.a m. 'FLC"�55' ,a;9 R.'mi,ei E u :i�df .S'd"� - P ' 1k0a Y,9r:` kk.. .za[-i,:7P'a^3:Y,: a.&]',"mi6lioagi br ES WARNING - Verify design parameters and READ NOT ON THIS AND INCLUDED MITEKREFERENCE PAGE 11171-7473 rev. 10 -'O8 BEFORE USE. come 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 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 responsibillity of the MiTek' erector. Additional permanent'bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,o fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCE Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099280 B1105879 D4 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7,250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10:37:04 2011 Page 1 ID:pMOFdeJHd3WcFjeuzw57EXzHOW E -dC6N Ix9nQOysyEIFgUy8Vm8eJwpEknc8MLBvQHzGvkz I 17 -0-0 I 34410 15-0-0 17-0-0 17-0-0 1 -0 -0 Scale e. 1 68 8 4x4 = m s,00 1 13 5x6% i1ilbi WB 3 17 2 8x10 8x10 t .� � � .= t9 20- 356 = 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3xfi` 346 = 356 = I 34 -0-0 I 34 -0-0 Plate Offsets (X,Y): 11:0- 7- 3,0 -1 -81, 11:0- 8- 7,Edge1, [5:0-3-0,0-3-4), 116:0 3 - 0,EdgeL 119:0- 8- 7,Edge), [19:0- 7- 3,0 -1 -81 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) 0.00 20 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.51 Vert(TL) 0.00 20 n/r 180 . BCLL 0.0 * Rep Stress !nor YES WB 0.14 Horz(TL) 0.05 29 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 20 n/r 90 Weight: 198 lb FT= 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -11 -10 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3 -2 -14 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 10 -29 WEDGE Left: 2 X 6 SYP No.2, Right: 2 X 6 SYP No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS All bearings 34 -0 -0. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. (Ib) - Max Horz 1=- 138(LC 17) Max Uplift All uplift 100 lb or less at joint(s) 31, 32, 33, 34, 35, 36, 28, 27, 26, 24, 23, 22 except 1=- 2189(LC 17), 37 =- 130(LC 16), 21=- 114(LC 17), 19=- 2213(LC 18) Max -Gray All reactions 250 lb or less at joint(s) 29, 31, 32, 33, 34, 35, 36, 28, 27, 26, 24, 23, 22 except 1 =2293(LC 10), 37= 303(LC 25), 21= 284(LC 28), 19= 2370(LC 9) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 4942/4780, 2 -3 =- 4021/3971, 3 -4 =- 3424/3428, 4 -5 =- 2850%2900, 5 -6 =- 2804/2858, 6 -7 =- 2274/2354,7 -8 =- 1715/1824,8 -9 =- 1154/1296,9 -10 =- 602/767,10 -11 =- 611(771, 11 -12 =- 1164/1286, 12- 13=- 1724/1801, 13 -14 =- 2283/2318, 14 -15 =- 2842/2846, 15 -16 =- 3065/3049, 16 -17 =- 3399/3375, 17 -18 - 3967/3923, 18 -19 =- 4884/4767 BOT CHORD 1 -37 =- 4218/4391, 36 -37 =- 3489/3640; 35 -36 =- 2989/3140, 34 -35 =- 2489/2640, 33 -34 =- 1989/2140, 32 -33 =- 1489/1640, 31 -32 =- 989/1140, 30 -31 =- 489/640, 29 -30 =- 239/390, 28 -29 =- 497/648, 27 -28 =- 997/1148, 26 -27 =- 1497/1648, 25- 26=- 1747/1898, 24- 25=- 1997/2148, 23 -24 =- 2497/2648, 22 -23 =- 2997/3148, 21 -22 =- 3497/3648,19 -21 =- 4182/4398 NOTES 1) Unbalanced roof live loads have been considered for this design. tL p PR OFFS 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1,33 plate grip DOL =1.33 ��„s... �G [ N , S i p 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry < ( R 2 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. � 17 4) All plates are 2x4 MT20 unless otherwise indicated. 1 •�% PE 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2 -0 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �- .- j 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide V4 • - EGt will fit between the bottom chord and any other members. ,p ' T 9) A plate rating reduction of 20% has been applied for the green lumber members. .�C k. /1,/ • • 21 • �(G F1- 10 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 31, 32, 33, 34, 35, 4 t 36, 28, 27, 26, 24, 23, 22 except (jt =lb) 1 =2189, 37 =130, 21 =114, 19 =2213. R S. 11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and Digital Signature referenced standard ANSI/TPI 1. Continued on page 2 ( EXPIRATION DATE: 06/30/12 j May 13,2011 p ® WARNING - Verify design parameters and READ NOTES ON TifIS AND INCLUDED MITES - REFERENCE PAGE MY -7473 10 -'03 BEFORE USE. zn ® y � _ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ' -_-E a Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown G ' X77 is for lateral support of individual web members only. Additional temporary bracing to insure stability during'construction is the responsibillity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For gene'ral guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 095 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099280 B1105879 D4 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc Fri May 13 10:37.04 2011 Page 2 ID pMOFdeJHd3WcFjeuzw57EXzHOWE- dC6NIx9nQOysyElFgUy8Vm8eJwpEknc8MLBvQ HzGvkz NOTES 12) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 34 -0 -0 for 250.0 plf. 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • roimittelmiil MlaNiv.Y3y_ –w=1.1 f dslisTr=1 :44.97IWF+ii r .'7e :iei:SS3 dP ', '>sAssriY$m'�u [.wss—s�E s-t.'6ri,,K illiit C4 •'RVE � iSNCEM.If ttie.:=747i'YbCee IS ® WARNING - Verify designs parannetcis and READ NOTES ON THIS AND INCLUDED AIITEKREFERENCE PAGE MII.7473 rev. 10-'03 BEFORE USE. =' 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 commenters 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 MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /Tell Quality Criteria, DSB -89 and BCSI Building Component 7777 Gieenbeck Lane, Suite 109 Safely Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ii Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099281 B1105879 El Hip Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10:37:06 2011 Page 1 I D: pM0 FdeJHd3 WcFI euzw57 EXzHO W E- ZbD7jdB1y dC aBXvdyv_ca B D2TkZl Ch VQpfgOVAzGvkx I I -1 -0 -0 4 -5 -12 7 -6a I 100 4-5-12 ' 3-0-8 I 4-5-12 1 1 I 12 4 -5 -12 -0.0 3x6 = Scale = 127 8 2x4 II 4x4 = 4 5 6 2x4 II �� Y �� 3 000 12 m -- 7 2x4 II d ` of 8 d 2 M, N N Y Y I d 9 Id 4x6 II 13 12 11 t0 5x6 = 2x4 I I 2x4 I i 2x4 II 2x4 I I I 12 -0-0 12 -0-0 Plate Offsets(X,Y): [2:0- 3- 0,0 -1- 41,14:0- 4- 8,0 -2- 81,(6:0- 2- 0,0 -2- 3),[8:0- 2- 4,0 -3 -01 - _ LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.00 8 n/r 180 - MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.21 Vert(TL) 0.00 .8 n/r 180 BCLL 0.0 " Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code IRC2009rrPl2007 (Matrix) Wind(LL) 0.00 9 n/r 90 Weight: 53 lb FT = 10% LUMBER BRACING TOP CHORD ,2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4 -6 -5 oc purlins, except BOT CHORD 2 x 4 DF No.1 &Btr G 2 -0 -0 oc purlins (6 -0 -0 max.): 4 -6. OTHERS 2 x 4 OF Std G BOT CHORD Rigid ceiling directly applied or 5 -2 -15 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2 x 4 OF Std, Right: 2 x 4 DF Std be installed during truss erection, in accordance with Stabilizer , Installation guide. REACTIONS All bearings 12 -0 -0. (Ib) - Max Horz 2=-94(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2=- 974(LC 15), 8=- 1305(LC 18), 11=- 449(LC 17), 12=- 152(LC 12), 13=- 175(LC 16), 10=- 167(LC 17) Max Gray All reactions 250 lb or less at joint(s) except 2= 1129(LC 10), 8= 1446(LC 26), 11= 583(LC 10), 12= 256(LC 26), 13= 353(LC 25), 10= 289(LC 10) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 1669/1610, 3 -4 =- 502/495, 5 -6 =- 553/580, 6 -7 =- 1375/1341, 7 -8 =- 2214/2143 BOT CHORD 2 -13 =- 1289/1403, 12 -13 =- 415/523, 11- 12=- 606/715, 10 -11 =- 1106/1215, ' 8 -10 =- 1664/1835 WEBS 6 -11 =- 542/472, 3 -13 =- 279/209 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 1) Unbalanced roof live loads have been considered for this design. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW, . 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI /TPI 1 -2002. 4) Provide adequate drainage to prevent water ponding. �� PRO . 5) Gable requires continuous bottom chord bearing. F 6) Gable studs spaced at 2 -0 -0 oc. GIN S ' 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . ? t(.N ` �• 8) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide i 2 y� will fit between the bottom chord and any other members. 1; f %%' •; 9) A plate rating reduction of 20% has been applied for the green lumber members. ' / 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 974 lb uplift at joint 2, 1305 lb uplift at , joint 8,449 Ib uplift at joint 11, 152 lb uplift at joint 12, 175 lb uplift at joint 13 and 167 lb uplift at joint 10. 11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and j. rr ' Cr referenced standard ANSI/TPI 1. :Q \� 12) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist "9 ✓ . / , �24,.\ , ' drag loads along bottom chord from 0 -0 -0 to 12 -0 -0 for 250.0 plf. /� r 1- \\ 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. R S . 14) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. Digital Signature LOAD CASE(S) Standard ( EXPIRATION DATE: 06/30/12 - May 13,2011 A / w A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIITEKREFERENCE PAGE 1411 -7473 rev. 10'09 BEFORE USE. s h y r' Design valid for use only with MiTek connectors. This design a based only upon parameters shown, and is for an individual building component. �"°" n' " Applicability of design paramenters and proper incorporation of component is responsibility of building designer - noi,truss designer. Bracing shown 5 -: is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding o fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 • Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099282 81105879 E2 COMMON TRUSS 2 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10:37:07 2011 Page 1 ID: pMOFdeJHd3WcFl euzw57EXzHOWE- 1nnwwzBglxKRphUgVcVr7OmEB8mrx ?Ba2JPZ1 czGvkw -1 -0-0 3-0-0 6-0-0 9 -0 -0 I 12 -0-0 130-0 1-0 -0 3 -0 -0 3 -0 -0 3 -0 -0 3 -0-0 1 -0 -0 4x6 Scale = 1'33 7 4 • /1 800 1 2x4 \\ 2x4 // 3 5 A i\ k 2 MIN .4 Will. 6 ► . 10 9 11 8 12 I 3x8 , Special 8x8 = Special 8x8 = Special 3x • Special Special 4 -0-0 8 -0 -0 12 -0-0 4 -0 -0 '4:0 -0 -.. 4 -0 -0 Plate Offsets (X,Y): 12:0- 8 -0,0 -0 -131, 14:0- 2- 4,0 -2 -01, 16:0- 8 -0,0 -0 -14 [8:0- 4 -0,0 -4 -121, 19:0- 4 -0,0 -4 -121 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.05 8 -9 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1'.15 BC 0.83 Vert(TL) -0.12 8 -9 >999 180 BOLL 0.0 * Rep Stress Incr NO WB 0.73 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IRC2009 /TPI2007 (Matrix) Weight: 132 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -10 -8 oc purlins. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 do bracing, WEBS 2x4DF Std G REACTIONS (lb /size) 2= 4274/0 -5 -8 (min. 0 -2 -4), 6= 4226/0 -5 -8 (min. 0 -2 -4) Max Horz 2=- 120(LC 3) Max Uplift2=- 758(LC 5), 6=- 750(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 5677/943, 3- 4=- 5551/966, 4- 5=- 5554/967, 5 -6 =- 5681/944 BOT CHORD 2 -10 =- 746/4507, 9 -10 =- 746/4507, 9 -11 =- 463/3142, 8 -11 =- 463/3142, 8 -12 =- 711/4509•, 6-12=-711/4509 WEBS 4- 8=- 574/3297, 5 -8 =- 85/286, 4- 9=- 572/3290, 3- 9=- 84/283 NOTES 1) 2 -ply truss to be connected together with 10d (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 6 - 2 rows at 0 -6 -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 indibated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate:grip DOL =1.33 . 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide • will fit between the bottom chord and any other members. ���0 PR OFF 7) A plate rating reduction of 20% has been applied for the green lumber members. 15 8) Provide'mechanical connection (by others) of truss to bearing plate capable of withstanding 758 lb uplift at joint 2 and 750 lb uplift at \ l�,l`} I /' &9 WQ joint 6. �� • 9 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced -("Z- 1 ‘,/, • • PE . w' standard ANSI/IP! 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1475 lb down and 248 lb up at di 1 -11 -4, 1475 lb down and 248 lb up at 3 -11 -4, 1475 lb down and 248 lb up at 5 -11 -4, and 1475 lb down and 248 lb up at 7 -11 -4, / • ' 1 and 1'475 lb down and 248 lb up at 9 -11 -4 on bottom chord. The design /selection of such connection device(s) is the responsibility .'V`� • 'EG . *i • of others. Digital Signature Continued on page 2 ( EXPIRATION PATE: 06/30/12 May 13,2011 -arIfsbe:W=;WArii.Zgtt cmF . 5., ,;. -: .,>: :44-3. .• ,•lS . - a - -° - . X14 -rIA .••:.Fr :, • ' ., ltn ® WARNING - Verify design parameters and RErb NOTES ON THIS AND INCLUDED MIME REFERENCE PAGE MTI -74 reu. 10.'08 BEFORE USE. ski • Design valid for use only with MiTek connectors. This design is based only upon,parameters shown, and is for an individual building component. P. il 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 responsbillity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Fol general guidance regarding rowEq,o P�eronr,: fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099282 61105879 E2 COMMON TRUSS 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10'37 07 2011 Page 2 ID pMOFdeJHd3WcF) euzw57EXzH0WE- 1nnWwzBgjxKRphUgVcVr7OmEB8mrx ?Ba2JPZlczGvkw LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 = -64, 4- 7 = -64, 2 -6 = -20 Concentrated Loads (lb) Vert: 8=- 1475(B) 9=- 1475(B) 10=- 1475(B) 11=- 1475(B) 12=- 1475(B) • • ,L WARNING - Verify design parameters an READ NOTES ON TIES AND INCLUDED MIMIC REFERENCE PAGE MI 7473 rev. I0 -'08 BEFORE USE. m { r �g ' b 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 param enters 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 MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general,guidance regarding POWER .e PERFORM: fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPIl Quality Criteria, DSB -89 and BCSI Building Component 7777.Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099283 81105879 Fl Common Truss 1 1 Job Reference (option Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10:37:09 2011 Page 1 ID pM0FdeJHd3WcFjeuzw57EXzHOWE-_ AvGLfDwFYa92 ?eCd1YJCpraDxbNP32tVdug6UzGvku 0 -0 5 -5-12 10-11 -8 I 11 - 1 -0 -0 5 -5 -12 5 -5 -12 1 - - 1 - 4x4 = Scale =1.328 4 2x4 . 12 5 2x4 II 3 6 2 Y r r ` 7 4x6 II 10 9 8 axe II 2x4 I I 2x4 2x4 10-11 -8 10-11 -8 Plate Offsets (X,Y). [2:0-3-0,0-1-41, [6:0-3-0,0-1-41 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1/dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) 0.00 7 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.19 Vert(TL) 0.01 7 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 6 n/r 90 Weight: 49 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -0 -6 oc purlins. • BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5 -8 -15 oc bracing. OTHERS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 x 4 DF Std, Right: 2 x 4 DF Std Installation guide. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS All bearings 10 -11 -8. (lb) - Max Horz 2=- 112(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 2=- 1042(LC 15), 6=- 1054(LC 18), 10=- 144(LC 16), 8=- 143(LC 17) Max Gras All reactions 250 lb or less at joint(s) 9 except 2= 1192(LC 10), 6= 1192(LC 9), 10= 315(LC 9), 8= 315(LC 10) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=- 1766/1744, 3- 4=- 668/686, 4- 5=- 668/680, 5- 6=- 1766/1706 BOT CHORD 2- 10=- 1386/1456, 9- 10=- 516/586, 8 -9 =- 516/586, 6 -8 =- 1341/1456 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. ,so PR OFF 4) Gable requires continuous bottom chord bearing. C - GIN- 9 . 0 5) Gable studs spaced at 2 -0 -0 oc. c" �1 02 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide Q 1 t o P will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1042 lb uplift at joint 2, 1054 lb uplift at joint 6, 144 lb uplift at joint 10 and 143 lb uplift at joint 8. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. j. 'l I 11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and standard ANSI/TPI 1. "''9 �,t the IA tj ' cje<, 12) This truss has been designed fora total drag load of 250 plf Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist Y / FR s \ drag loads along bottom chord from 0 -0 -0 to 10 -11 -8 for 250.0 plf. 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. Digital Signature EXPIRATION DATE: 06/30/12 J LOAD CASE(S) Standard May 13,2011 masa ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IEK REFERENCE PAGE zIII -74 raw, 10-'08 BEFORE USE Design valid for use only with MiTek connectors. This design a based only upon parameters shown, and is for an individual building component. � MI Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p q ���555 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IYIiTek` 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 BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Flames - Summer Cr Phase II bid 1 R33099284 61105879 F2 COMMON TRUSS 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10:37:10 2011 Page 1 ID: pM0FdeJHd3WcFjeuzw57EXzHOWE- SMTeY ?EYOsi0g9DPBk3Y11 OkULIz8LpOkHeDexzGvkt -1 -0 -0 2 -8 -14 I 5 -5 -12 8 -2 -10 10 -11 -8 I 11 -11 -8 1 -0 -0 2 -8 -14 2 -8 -14 2 -8 -14 2 -8 -14 1 -0 -0 Scale = 1 31.5 458 II 4 Ok '1 0,00 12 2x4 \\ 2x4 // 3 5 2 'N I►,� 6 . =. 10 11 9 12 8 13 �� ' ►�, Special Special 858 = Special 8.8 = Special ►, 3510 = 3.10 = Special 3 -7 -13 7 -3 -11 15-11 -8 { 3 -7 -13 3 -7 -13 3 -7 -13 Plate Offsets (X,Y): 12:0-10-0,0-1-11,16:0-10-0,0-1-1L 18:0-4-0,0-4-121,19:0-4-0,0-4-121 LOADING (pst) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.05 8 -9 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.93 Vert(TL) -0.11 8 -9 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.80 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 121 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -7 -2 oc purlins. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4DF Std G REACTIONS (lb /size) 2= 5210/0 -5 -8 (min. 0- 2 -12), 6= 4581/0 -3 -8 (min. 0 -2 -7) . Max Horz 2= 110(LC 4) Max Uplift2=- 886(LC 5), 6=- 782(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 6045/970, 3 -4 =- 5911/987, 4 -5 =- 5993/1002, 5 -6 =- 6107/981 BOT CHORD 2- 10=- 763/4786, 10 -11 =- 763/4786, 9 -11 =- 763/4786, 9 -12 =- 487/3373, 8 -12 =- 487/3373, 8 -13 =- 749/4890, 6 -13 =- 749/4890 WEBS 4 -8 =- 604/3623, 5 -8 =- 76/256, 4- 9=- 577/3466, 3- 9=- 85/325 NOTES 1) 2 -ply truss to be connected together with 10d (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 6 - 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. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -05; 100mph; TCDLe4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. � �' q PR O 7) A plate rating reduction of 20% has been applied for the green lumber members. s 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 886 lb uplift at joint 2 and 782 lb uplift at �� fG NG1IV °R �� joint 6. '44 / 7 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced 16"-'0",/ standard ANSI/TPI 1. - 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1750 lb down and 283 lb up at ` ! 1 -1 -4, 1750 lb down and 283 lb up at 3 -1 -4, 1750 lb down and 283 lb up at 5 -1 -4, and 1750 lb down and 283 lb up at 7 -1 -4, and • d 1750 lb down and 283 lb up at 9 -1 -4 on bottom chord. The design /selection of such connection device(s) is the responsibility of ' ' A OREG • 4 .5 others. � � X11 ,R s <Z- l' M s ,` -\N Digital Signature Continued on page 2 ( EXPIRATION DATE: 06/30/12 i May 13,2011 MS, - :: _4 : r..q : .... :e,.. . Zr. T-Ir.1_Qa ». :- - 1 ._., ... m.. u, : � 1 '� -. -y 1:r s. - axz 4 •1 .: z- .* :-:,ttNrss�:r a - .ix+4zs ® WARNING - Verify Tlesign parameters and READ NOTES ON THIS AND INCLUDED 16IITEK REFERENCE PAGE NIf-74 rev. 1e -'08 BEFORE USE. ; j Design valid for use only viith,MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ""° "' Applicability of design paramenters and proper incorporation of component it responsibility of building designer - not truss designer. Bracing shown g :3 ? ' S is for lateral support of individual web members only. Additional temporary bracing to insure stability during 'construction is the responsibility of the IYIiTek° ecior. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,-=w x. x. RxoaK fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria. DS8 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099284 B1105879 F2 COMMON TRUSS 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MITek Industries, Inc Fri May 13 10.37:11 2011 Page 2 ID pMOFdeJHd3WcF) euzw57EXzHOWE- wY10mLFAn9gtHJnbkSanHExvEl5Cto2AzxNnANzGvks LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4=-64, 4- 7 = -64, 2 -6 = -20 Concentrated Loads (lb) Vert: 8=- 1750(B)10 =- 1750( B) 11=- 1750(B)12=- 1750(B)13=- 1750(B) • • • ro rr. , ifilli st ? al.,r>: a .s �rmrr ^ NZPIIM Tarr lki Ff .: PZE ; rd i r raeef ® WARNING Ver; fj design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IrIIf -7473 rev. 10 -'08 BEFORE USE. oCSI Design valid for use only with Mitch 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 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER To PERFORM. fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /TPl1 qualify Criteria, DS8 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099285 81105879 01 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek.lndustries, Inc. Fri May 13 10:37:12 2011 Page 1 I D: pM0FdeJ Hd3 W cFjeuzw57 EXzH 0W E -OI aPzh FoYTykvSMn 1950gST6M9e7cRvJC b 7 KipzGvkr -1 -0 -0 4 -3 -12 8 -7 -8 I 9 -7 -8 I 1 -0 -0 4 -3 -12 4 -3 -12 1 -0 -0 Scab 41 6 4x4 = 4 • r, 8 °°111 2x4 5 2x4 II tx 3 I4 6 2 ' Y Y i i, 661 10 9 8 3x8 II 2x4 II 2x4 II 254 II 3x8 II I 878 8 -7 -8 Plate Offsets (X,Y): [2:0- 3- 8,Edgel, (6:0- 3- 8,Edge) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) l /defl L/d PLATES GRIP . TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 6 n/r 180 MT20 • 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.00 7 n/r 180 BCLL 0.0 * Rep Stress Ina YES .WB 0.06 , Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 7 n/r 90,- Weight: 39 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -8 -3 oc purlins. BOT CHORD '2 x 4 DF No,1 &Btr G ' • BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS . 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 x 4 DF Std, Right: 2x4 DF Std Installation guide. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS All bearings 8 -7 -8. (Ib) - Max Horz 2= -90(LC 3) Max Uplift All uplift 100 lb or less at joint(s) except 2=- 861(LC 15), 6=- 872(LC 18), 10=- 120(LC 16), 8=- 119(LC 17) Max Gray All reactions 250 lb or less at joint(s) 9, 10, 8 except 2= 978(LC 10), 6= 978(LC 9) FORCES (Ib) - Max. Comp. /Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1413/1359, 3 -4 =- 665/669, 4 -5 =- 665/661, 5 -6 =- 1413/1341 BOT CHORD 2- 10=- 1033/1089, 9- 10=- 513/568, 8- 9=- 513/568, 6 -8 =- 1033/1089 • NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. <,,F- D r n OF�s 4) Gable requires continuous bottom chord bearing. . GI ► S � 5) Gable studs spaced at 2 - =0 oc. ‘ ..,,.< 0 C F • Q 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 44, .. -7 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide j. . •; . will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. f / 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 861 lb uplift at joint 2, 872 lb uplift at joint r 6, 120 Ib uplift at joint 10 and 119 lb uplift at joint 8. / 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and , A OR -�: o 5 " referenced standard ANSI/I 1. -V S , , v ,/ 11) This trilss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL =(1 33) Connect truss to resist E ,' C? M/� F S.1\\'4 drag' loads along bottom chord from 0 -0 -0 to 8 -7 -8 for 250.0 plf. 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss, Digital Signature LOAD CASE(S) Standard EXPIRATION DATE: 06/30/12 May 13,2011 O A, WARNING - Verify'desigre parameters san READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE MII -74 new I0 -'OS BEFORE USE. -. Ky m 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p A is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity of the MiTek` erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding Power .o fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099286 B1105879 G2 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10 37.13 2011 Page 1 ID:pMOFdeJ Hd3WcFjeuzw57EXzHOW E- Sx8nBOGQIn4bXcx_stcFNfOGSY_O LtmSQ FslFGzGvkq -1 -0 -0 4 -3 -12 1 -0 -0 4 -3 -12 4 -3 -12 454 = Scale = 1 27 9 3 L 00 2 4 lit Re 111 1 "3x6 6 ow. 3x4 = 2x4 3x4 s6 II 4-3-12 8 -7 -8 4 -3 -12 4 -3 -12 Plate Offsets (X,Y): 12:0- 0 -0,0 -0 -121, 12:0 -0- 11,0 -4 -51, 14:Edge,0 -0 -121, 14:0 -0- 11,0 -4 -51 LOADING (pst) SPACING 2 -0 -0 CSI DEFL in (Ioc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.01 2 -5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.02 2 -5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 33 lb FT = 10% 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, WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 x 4 DF Std, Right: 2 x 4 DF Std Installation guide. REACTIONS (lb /size) 2= 425/0 -3 -8 (min. 0 -1 -8), 4= 341/0 -5 -8 (min. 0 -1 -8) Max Ho'rz 2 =97(LC 4) Max Uplift2=- 111(LC 5), 4= -53(LC 6) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 381/49, 3 -4 =- 361/43 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 2 and 53 lb uplift at joint 4. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. PR OFF LOAD CASE(S) Standard � �� ` NGINF. S(1 /O { 1 4 2 � r • • (f �/ ."o ORE ,a - �� �.. F � , 4/ Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 4 Ws1W IVIYtr'✓BMIII . aMt 20PrIr3fi:nBPaifiSIE<WZ tom. At:'`> • =sa iONE.V=Wi.ak . n n3MIMEz . .. uT Z1,5 ,srfv.3 .111: tiw5MMILW. ® WARNING - Verify design parameters and READ NOTES ON 7111S AND INCL UDED MITER REFERENCE PAGE 7911 -7473 rev, 10 -'0R BEFORE USE ra s Y E Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. � CCM Applicability of design param enters 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 responsibillily of the IVIi Iyek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWERTruPERFORP., fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /IPl1 Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Int ormatlon available from Truss Plate Institute, 28I N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099287 61105879 G3 Common Truss 1 1 Job Reference (optional) ' Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10:37:14 2011 Page 1 ID:pMOFdeJHd3WcFjeuzw57EXzH0W E- K7i9OMH334CS8mWAQa7UvtZR3yKp4K4cfvcRnizGvkp 4 -3 -12 I 7 -11 -8 I 4 -3 -12 3 -7 -12 Scale = 126 8 44 = 2 r1 .171, 00 12 3 4x4 1 4 1 1 I 1 Y � / / 356 I I e g/ 254 II 3x4 = 3x8 II • 4 -3 -12 7 -11 -8 I 4 -3 -12 3 -7 -12 Plate Offsets (X,Y): [1:0 -0- 11,0 -4 -51, (1:0- 0 -0,0 -0 -121, [4:0- 6- 1,0 -0 -41 - . LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.01 1 -5 >999 240 MT20 . 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.02 1 -5 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.08 Horz(TL) 0,00 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 34 lb FT = 10% LUMBER BRACING • TOP CHORD 2 x 4 DF No.1 &Bfr 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. . WEBS 2 x 4 DF Std G . MiTek recommends that Stabilizers and required cross bracing. WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 x 4 DF Std Installation guide, SLIDER Right 2 X 6 DF No.2 -G 2 -3 -5 REACTIONS (lb /size) 4= 328 /Mechanical, 1= 328/0 -3 -8 (min. 0 -1 -8) Max Horz 1= -88(LC 3) Max Uplift4= -49(LC 6), 1= -52(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 336/48, 2 -3 =- 264/55, 3 -4 =- 354/46 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. Il;.Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0, wide , will fit between the bottom chord and any other members. . 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 4 and 52 lb uplift at . joint 1. , 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI /TPI 1. - ���� PRQF- 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. L NG INE"; /9 s / O LOAD CASE(S) Standard / 2,9 1 :ss I P - r- // J ' . "V: Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 es ® l YARNING - Verify design parameters and REM) NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGEMR -7473 res. 10 -'08 BEFORE USE, 4 • Design valid for use only with MiTek connectors. This design s based only upon parameters shown, and is for an individual building component. 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 slability,during construction is the responsibillity of the M iTek erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding o ,.- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /tPll Qualify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099288 B1105879 H1 Common Truss 2 1 Job Referencpjoptional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10:37:15 2011 Page 1 ID pMOFdeJHd3WcFjeuzw57EXzHOWE- oJGXcrlhgOLImw5MzlejS45ewMhvpojluZL _J8zGvko I 2 -10-12 ■ 5 -9 -8 6 -s -8 I 2 -10-12 2 -10-12 1 -0 -0 4x4 = Scale = 1 209 2 8 00 PI 1 3 I IIIIIIIIIIIIIt 111 ill 3x6 II 5 2x4 II ► 354 = 3x4 = 356 II 2 -10-12 I 5 -9.8 2-10-12 2 -10-12 Plate Offsets (X,Y). [1:0 -0- 11,0- 4- 51,f1:Edge,0 -0- 121,[3:0- 0- 0,0 -0- 121,[3:0 -0- 11,0 -4 -51 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (roc) 1 /def L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.00 5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.01 1 -5 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 23 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied,or 5 -9 -8 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 • MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 x 4 DF Std, Right: 2 x 4 OF Std Installation guide. . REACTIONS (lb /size) 3= 315/0 -5 -8 (min. 0-1-8), 1= 219/0 -3 -8 (min. 0 -1 -8) Max Horz1= -70(LC 3) Max Uplift3= -98(LC 6), 1= -33(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft, Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the Breen lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 3 and 33 lb uplift at joint 1. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ���Ep PR OF6-, � / 5,,,0:•.: ' E 9 r �'1 o OR O- • 1, - g 4,` F R S." Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 :ikII: — =a ii M414/ ,r >4; :1 .1, x 2- 1z 99 4Mi,'r :» , I ® WARNING - Verify design parameter and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE Mil-7473 rev. 10 -'08 BEFORE USE. . Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. a v Applicability of design p aram enters 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 MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ro fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099289 61105879 H2 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 201.1 MiTek Industries, Inc. Fn May 13 10 :37.16 2011 Page 1 I D: pMOFdeJ Hd3 WcFjeuzw57 EXzHOW E -H Wgvp2IJbiT904gYX ?Ay_leoxm ?hYFXv6 D5XrazGvkn 2 -1412 5-9 -8 1 6 - - 2 - 10 - 12 2 - 10 - 12 1.0 - Scale =1 21 1 4x4 = 2 800 12 r' 1 3 EgAll ■ 11 I c ■ 4 d s 3x6 I I 254 I I 356 I I 1 598 I 5 -9 -8 Plate Offsets (X,Y): 11 3- 0.0 -0- 41,13:0- 3- 0.0 -0 -41 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) 0.01 4 n/r 180 MT20 . 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) 0.01 4 n/r 180 BCLL 0.0 * Rep Stress Ina YES WB 0.02 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.00 4 n/r 90 Weight: 23 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-9 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 x 4 DF Std, Right: 2 x 4 DFStd Installation guide. • REACTIONS (lb /size) 3= 211/5 -9 -8 (min. 0 -1 -8), 5= 204/5 -9 -8 (min. 0 -1 -8), 1= 136/5 -9 -8 (min. 0 -1 -8) Max Horz 1 = -70(LC 12) Max Uplift3=- 631(LC 18), 1 =- 571(LC 15) Max Grav3= 742(LC 9), 5= 204(LC 9), 1= 667(LC 10) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. • TOP CHORD 1 -2 =- 888/844, 2- 3=- 996/924 BOT CHORD 1 -5 =- 661/696, 3- 5=- 661/696 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT • LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE NOTES SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. , 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) Truss designed for wind loads in the plane of the truss only. For•studs exposed to wind (normal to the face), see Standard Industry Gable End Details as, applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2 -0 -0 oc. . 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. P 8) A plate rating reduction of 20% has been applied for the green lumber members. OF 9) Provide Mechanical connection (by others) of truss to bearing plate capable of withstanding 631 lb uplift at joint 3 and 571 lb uplift at �'\( G ) N 'PO. joint 1. s E. 0 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and ., - referenced standard ANSI/TPI 1. Q 1 • • ■ -- 11) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist V drag loads along bottom chord from 0 -0 -0 to 5 -9 -8 for 250.0 plf. 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. " !` LOAD CASE(S) Standard /' - » R •::;0!. O) Qs +,, 9` M RS. � Digital Signature EXPIRATION DATE: 06/30/12 i May 13,2011 -t - ; 8: tr +:Wx - ei 5 ZtX r __ga. , r ; fir :s :at a�65XNtr :F3®, :.1, ,14 - :i 0.nt ;:>r.: , 4ttnK, l ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII' 7473 rev. 10 'OR BEFORE USE. � ' 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 commenters 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 IvliTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designee. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI /fPll Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099290 81105879 11 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10:3718 2011 Page 1 ID pMOFdeJHd3WcFleuzw57EXzHOWE- DuygEkKZ7JjtdNgxfQCQ4 /j8WZhDO82BaXaewTzGvkl - -0 -0 2 -9 -4 5-6-8 6 -6 -8 1-0-0 2 -9 -4 2 -9 -4 1 -0 -0 4x4 = scale =1.21.0 3 800 12 4 , i 1i. 11 I N 5 6 454 = 254 II 4x4 = 3x8 IF 358 II 1 568 I 5 -6 -8 Plate Offsets (X,Y): 12:0- 0- 0,0 -1 -41, [2:0- 1- 15,Edgel, 14:Edge,0 -1 -41, (4:0- 1- 15,Edgel ' LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft L/d PLATES GRIP TCLL 25.0 ' Plates Increase 1.15 TC 0.13 Vert(LL) 0.00 5 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) 0.01 5 n/r 180 BC LL 0.0 . Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.00 ' 4 n/r 90 Weight: 24 lb FT= 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -6 -8 oc purlins. BOT CHORD 2 x 4 DF No.1 &BtrG BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 2 x 4 DF -Std G • MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 x 4 DF Std, Right: 2 x 4 DF Std Installation guide. REACTIONS (lb /size) 2= 203/5 -6 -8 (min. 0 -1 -8), 4= 203/5 -6 -8 (min. 0 -1 -8), 6= 187/5 -6 -8 (min. 0 -1 -8) Max Horz2= -61(LC 11) Max Uplift2=- 601(LC 15), 4=- 608(LC 18) Max Grav2= 713(LC 10), 4= 713(LC 9), 6= 187(LC 9) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 950/894, 3 -4 =- 950/884 BOT CHORD 2- 6=- 632/668, 4 -6 =- 632/668 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE NOTES SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2 -0 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. � D PROF - 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 601 lb uplift at joint 2 and 608 lb uplift at <C O joint 4. 6'. �NG ) N E..y /O, 10) This'truss is designed in accordance with the 2009 International Residential'Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. QIL 16: J ► ° f 11) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 5 -6 -8 for 250.0 plf. 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. - — o� LOAD CASE(S) Standard . AT • . O N MA S. 1 Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 ■ - ® WARNING - Perth' design par ainet seed READ NOTES ON 71115 AND INCLUDED MITE'S REFERENCE PAGE 1471-7473 rev, 10 -'08 BEFORE USE ?A _ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. r '" Applicability of design param enters 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 MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding *a P fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPII Quality Criteria, D5B -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099291 81105879 12 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10:37:18 2011 Page 1 I D: p M0 F deJ H d3 W cF1 euzw 57 EX z H O W E- D u yg Ek KZ 7 Jjtd N gxfO C Q4jj91Zi m08Y BaX aewTzGvkl 1 2 -9 -4 4 -11 -8 2 -9 -4 2 -2-4 454 = Scale =1180 44e4 4 II . V 356 II 5 2x4 II 3x4 = 358 I I 294 4-11-8 2 -9-4 2 -2 -4 Plate Offsets (X,Y): 11:0 -0- 110 -4- 5),11:0- 0- 0,0 -0- 121,14:0 -5- 14,0 -0 -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 0.08 Vert(LL) -0.00 5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1 -5 >999 180 BCLL 0.0 * Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a • BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 22 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or4 -11 -8 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 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 x 4 DF Std Installation guide. SLIDER Right 2 X 6 DF No.2 -G 1 -8 -12 • REACTIONS (lb /size) 4= 202 /Mechanical, 1= 202/0 -3 -8 (min. 0 -1 -8) Max Horz1= -59(LC 3) Max Uplift4= -29(LC 6), 1= -32(LC 5) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL =6:0psf; h' =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 4 and 32 lb uplift at joint 1. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard " Member � <. D PR Fss 9) "Fix heels only" only" Member end fixity model was used in the analysis and design of this truss. �, OF' LOAD CASE(S) Standard � L NG( w . ' 9 �p� ; ct OREG• • 1 / -,q F 44 1, ■ � M FR s. \N Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 COMA A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED DIITEKREFERENCE PAGE MII.7473 rev. I0-'O8 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown � ' 8 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilllty of the MiTek` 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 BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bid 1 R33099292 B1105879 J1 Monopitch Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10:37:19 2011 Page 1 ID.pMOFdeJHd3WcFleuzw57EXzHOW E -h5W2 R4LBudrkFXP7C7jfcvGLfz211bXLpAJCSvzGvkk I ' 1 - 0 -0 I 2-0-0 I 1 -0 -0 2 -0 -0 2x4 I I Scale = 1:11 9 3 P 600 12 2 gi :„ t ■ ., ,.......................,„,,,....1 .... 4 3.4 = 254 II I 2 -0 -0 I 2 -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 0.04 Vert(LL) 0.00 1 n/r 180 ' MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 1 n/r 180 BCLL 0.0 * Rep Stress 'nor YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight: 8 lb FT = 10% 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, except 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 cc ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, - REACTIONS (lb /size) 4= 61/2 -0 -0 (min. 0 -1 -8), 2= 159/2 -0 -0 (min. 0 -1 -8) Max Horz2 =61(LC 5) Max Uplift4= -11(LC 5), 2= -67(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1 33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see'Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002 3) Gable requires continuous bottom chord bearing 4) Gable studs spaced at 2 -0 -0 oc. . 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 4 and 67 lb uplift at joint 2. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard TPl 1. � � � D PR OF s � 10) "Fix heels els only" Member end fixity model was used in the analysis and design of this truss. E LOAD CASE(S) Standard P L N G FR /O2 i` - J • PE . r -. / V •' EG' .• 9» 4 , R2r`, r,�� M FR S . 1\ Digital Signature EXPIRATION DATE: 06/30/12 , May 13,2011 - A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR -7473 res. 10 -'09 BEFORE USE. �� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and ¢ for an individual building component. 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 IYI iTek' erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POW.614 To fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /TP11 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Summer Cr Phase II bld 1 R33099293 B1105879 J2 Monopitch Truss 10 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Fri May 13 10:37:19 2011 Page 1 I D: pM0FdeJHd3WcFjeuzw57EXzHOWE- h5W2R4LBudrkFXP7C7jfcwGJizljlbXLpAJCSvzGvkk 0 ° 2 -0 -0 1 -0 -0 2 -0 -0 scale = 1 ' 1 1 9 3 6n0 12 y i0e 4 3x4 i 200 2 -0 -0 Plate Offsets (X,Y): 12:0 -2- 10,0 -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 0.17 Vert(LL) -0.00 2 -4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.01 2 -4 >999 180 BCLL 0.0 1 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 7 lb FT = 10% • LUMBER , BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc purliins. • BOT CHORD 2 x 4 DF, No.1 &Btr G - BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 167/0 -5 -8 (min, 0 -1 -8), 4= 64/Mechanical Max Horz-2 =80(LC 5) Max Uplift2= -80(LC 5), 4= -32(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangfe'3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any'other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint,2 and 32 lb uplift at - joint 4. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard P ND N /9) s�02 `4.7 1 • • t ",E l� R S.l'N 4 Digital Signature EXPIRATION DATE: 06/30/12 May 13,2011 N�� £�fStA(i�5."F�uT'e3�L't"a�}A " T_ �..:, se*."". n- r" 7. 2i!" Lbti: v- :1�AF.'= �.,.',"E.s�4'�'. "e-XSn '.J�'.:.,&':x"'t',�' f3.. di- ?3°' F.r ii'7 �Y�" 13kW ,3]i?'34E 's33•.�.v`i .a _..'f•tik�:.�FXLTm� vvi Cici:+•4XF5d �4Y'.1}Bd�:AM.:S:�� d WARNING - Verify design parameters and READ NOTES ON TIES AND INCLUDED 69TEKREFERENCE PAGE B/T1.74 rev. 10-OS BEFORE USE. Y e Design valid for use only with M7ek 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 C�° is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` 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 Qualliy Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pute Homes - Summer Cr Phase II bid 1 R33099294 B1105879 J3 Monopitch Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Fri May 13 10.37:20 2011 Page 1 IDpM0FdeJHd3WcFleuzw57EXzHOWE- 9H3QfQLpfwzbth _KmrEu98pTbNNBU2nU1 g31_MzGvkj I -1 - 0 -0 I 4-0-0 I 1 -0 -0 4 -0 -0 254 I Scale = 1:181 3 S 600 I2 rl i 2 . 4 3x4 = 2x4 II I 400 4 -0 -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 0.16 Vert(LL) 0.00 1 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.11 Vert(TL) 0.01 1 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.01 1 n/r 90 Weight: 16 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4 -0 -0 oc purlins, except BOT CHORD 2 x 4 DF No.1 &BtrG end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (lb /size) 4= 154/4 -0 -0 (min. 0 -1 -8), 2= 234/4 -0 -0 (min. 0 -1 -8) Max Horz 2= 100(LC 5) Max Uplift4= -46(LC 5), 2 = -67(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL =4.2psf; BCDL= 6.Opsf; h =25ft; Cat. H; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2 -0 -0 oc. 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 4 and 67 lb uplift at joint 2. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard AN6l/TPI1. <<- ,c6 p P R O F5. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. E F LOAD CASE(S)' Standard c. :3, b 4111 "• < 9 OAK ,p l' � A 9 � I 'R S - \ \ Digital Signature EXPIRATION DATE: 06/30/12 i May 13,2011 4 • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIRK REFERENCE PAGE 1411•7473 rev. 10 -'08 BEFORE USE. I= r� Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and k for on individual building component. t3 Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p SSSBa� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance'regarding POWER TO PERFORM: fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI /TPIt Quality Criteria! DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pu11e Homes - Summer Cr Phase II bid 1 R33099295 B1105879 J4 Monopitch Truss 4 1 Job Reference (optional) . Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Fri May 13 10.37:20 2011 Page 1 I D: p MOFdeJHd3 WcFjeuzw57 EXz HO W E -9H3Q f0 Lpfwzbth_Km rEu 98pQANL2 U2nU 1 g31_MzGvkj ° 6-0 -0 I 1 -0 -0 6 -0 -0 Scale 41 244 II IP 3 600 12 wl q �l MI 4 3x4 = 2x4 II 6 -0 -0 I 6 -0 -0 LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.05 2 -4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.14 2 -4 >482 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 23 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G BOT CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing: MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. .. - - ( REACTIONS, (lb /size) 4= 228 /Mechanical, 2= 324/0 -5 -8 (min. 0 -1 -8) Max Horz2= 138(LC 5) Max Uplift4= -73(LC 5), 2= -82(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. All forces 250 (Ib) or less except when shown. NOTES 1).Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) This-truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) "This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any'other members. 4) A plate rating reduction of 20% has been applied'forthegreen lumber members. 5) Refer to girder(s) for truss to truss connections. ' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 4 and 82 lb uplift at joint 2. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)' "Fix heels only Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,��NG I N O 4.. , / 0 • w c 1 ;, 9 r TP ' . 0) / / /,'" A s.'" N � Digital Signature EXPIRATION DATE: 06/30/12 j May 13,2011 ala m}scxr42 _.ca,k, r5 .s ---_ „gr %ff, r ,:x.. P...; .A- r,. ,ar .r , ,,,,,,-: -, am r „ ® WARM/4G . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII 74 reu. 10'08 BEFORE USE ; �" 4 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 param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown - t1 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the tesponsibtllily of the MiTek` erector. Additional permanent bracing of the over all structure is the responsibility of the building designer. For general guidance regarding vowea *o eer+rown fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /tP11 Qualify Criteria, 096.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 • Symbols Numbering System, A General S1•dtety Notes PLATE LOCATION AND ORIENTATION 3 Center plate on joint unless x, y Failure to Follow Could Cause Property a offsets are indicated. 6 -4 -8 dimensions shown in ft- in- sixteenths Damage or Personal Injury Dimensions are in ft -in- sixteenths. (Drawings not to scale) �� Apply plates embed to both sides teeth of truss 1. Additional stability bracing for truss system, e.g. diagonal or X- bracing, is always required. See SCSI. 0 _ai 6 2. 2. Truss bracing must be designed by an engineer. For 4 t 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS - may require bracing, or alternative T, I, or Eliminator bracing should be considered. 13. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer, erection supe visor, property owner and plates 0 - , nb' from outside U O all other interested parties. edge of truss. Q 5. Cut members to bear tightly against each other. 07-3 C6-7 C5-6 F-- BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI /TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI /TPI 1. * Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AN WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS /LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC - Reports: 12. Lumber used shall be of the species and size, and in at respects, equal to or better than that l Indicated by symbol shown and /or ESR 131 1, ESR-1352, ER 5243, 9604B, specified. by text in the bracing section of the 95 -43, 96 -31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, or Eliminator bracing NER -487, NER -561 spacing indicated on design. if indicated. • 95110, 84 -32, 96 -67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, • BEARING or less, if no ceiling is installed, unless otherwise noted. II 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTekH All Rights Reserved approval of an engineer. 41111=0 reaction section indicates joint MIME number where bearings occur. MR MR (g) 17. Install and load vertically unless indicated otherwise. �— + 1> 18. Use of reen Or treated lumber may g . y pose unacceptable ��� 1- environmental, health or performance risks. Consult with Industry Standards:. project engineer before use. ANSI /TPI1: National Design Specification for Metal . r ,. ' ;` . 19. Review all portions of this design (front, -back, words Plate Connected Wood Truss Construction. „IT and pictures) before use. Reviewing pictures alone DSB -89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TQ - PE RFaRM.:" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev. 10 -'08