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Plans (181) 11015 / 4 , a j l 1 F v . / 1 4 5 / 0— of 177 , * 1 ey,arlivoloy, , _:„ . L..,,,.;,:',.;:.:..1,c,s. ,/,1',:. ' , h , r •:111: r s I N:r3- -- : : :: *- _ Village at ,_ ___________ o 1 1 << . ,_ ,_ < < S ummer Cree SW MAL' TERRACE (" ` in a 4 cn �� ,, - .: Olik / 1 8" WAT , 4 : ' �•: - -� F : . . 5 . 0 5.0 :5: I II I 1 ` ' I I 1•}.Q I } 11: ; I T • 11 :0:.:.: I I 1:1:Q:.•:': = I �: 'y% ;;_.,:::. 1° ;::. I ;` - . .' :. ... . .: . I ■ � � 1 r :: 9.61 I :�: f --� 5.0' Building lan: 22 — — — g 1 I I I ' 1 ` ' < Lots 79, 80, 81, 82 & 83 1 79 80 ' 81 82 83 � \ c .\ t Units A- C -B -C -A FF /TOW 193.36 FF /TOW 193.36 FF /TOW 194.36 FF /TOW 194.36 1 FF /TOW 194.36 \W) , ^ F, \% GS 192.16 I GS 192.66 I GS 193.16 GS 193.66 1 GS 193.66 I I I I I \\ ,r1"'. TOP 192.82 TOP 192.82 TOP 193.82 TOP 193.82 TOP 193.82 \ ' I 1 , SITE PLAN � :, ^F . _ • . . , .,..t- 1 WEsT , = I n � JED ^ . Scale: Ti -10 ' i�.'�. I I I I T'�i'c7 \ F` ~4 I I • ti I - - N \ ., 1' I - z - — —;r • 1 T 1 i F / I r `r —1 �' ' / - 1 5.0' — i ': le �v h r 1 1� �1 I r I I �. 9 3, I / / / / , . " {F I \ T \\ 183' 203 203 173 16.3' 183 16.3 I :: 15.3 14.3' 15.3 / / �• .. r_i a s:nH ":.. — — + " • /V . '. • . , .[ / h: 4 :ii_r. c��`, / t M` 4: 7 ^• 7 � 1 ii: IgU I4 P < F F { ' ,s { / / ..:::: ENGINEERING ASSO CIATES CORPORATION . :: ` ' 17757 Kelok Road Lake Oswego, OR 97034 • .• ' Tel. (503) 636 -4005 Fax (503) 636 -4015 1' CITY OF TIGARD - srrE PLAN EVIEW BUILDING PERMIT NO.: PLANNING DIVISION: S4.r.. si p L A 4 _ - 0 8 va.t aoora - to 0 Required Setbacks: • Approved ❑ Not Approved Side: Street Side: Front. Garage. Rear: Visual Clearance: AO 0 Approved ❑ Not Approved Maximum Buildinc Height `t5 feet CWS Service Provider Letter Required: ❑ Yes `] No ❑ Received B : 0,44 a. Cal„..p L:. 1-o - 8 co ENGINEERING DEPARTMENT- Actua Slope: % la Approved ❑ Not Approved Site I n: / ,Approved [� N A ved By: (4,c�, Date: 1 �� k) Notes CITY 0 TIGARD - SITE PLAN ' VIEW B I NG PERMIT NO: Street Trees: I Approved N� Approved Protected Tom• q L� Approved [� Notes: �d Date: 0 e, , I , 1 a Do not cut or alter floor trusses adjust layout for plumbing drains All beams per plan specified and supplied 19 - 11-8 15-11-0 15-11-0 15.11-0 I 19-11-8 by others I f — Rim Joists per plan specifbal . , plied LL - °der. t z 2 :F < Ts `- 4Fral 1 ;.F r - ; 1 i --- Z O c '2 a to W � , — G S5 ry 0 - 147 . CO o by _ ..� 5 -FTDS 380p11 wind �5 -FTD_S 3800 wind 380 drag �+d 14=4.407 eoa by )th s ' ;earn by ethers 8="OP TCB =' 4 o — Q / 11, f 3Tae , /o- cro / 7 Co gi a A 3 ,02 A02 >0Y A08 - A08 /4 5 i aU o �_ do, 7 7 dd /7( °:--. Fs m 1.12 3L3 g g MST-c(7/°- x,0,79 ; , A05 D AOS -FT A05 / r/ A03 /14 Q lS v ; a — ` and l ✓l � ✓ ' l OZU1 ° a 3-FT L 0-FT N ,—g am � � _ i "� 12 -0-0 I 8-0-0 1 8 -0-0 A. 7-8-0 I "l 5-78 I 10-4-8 I 8-0-0 I 10-0-0 I 8-0-0 r 12-0-0 { ei d 1 ® Y .. SCORE ''''' . ;�'°. X101124 -FT1 Centex 30 LUS46 I Pramb %a1 t Summercreek Townhomes Bld 22 Floor 1 0 HU46 ■ 11110ssr tsioN Tigard, Oregon - 1 ; Er 0 THA422 Clack SE 98th Ave �ARQC 4 HHUS26 -2 Clackk amas, OR 97015 14" Deep Floor Truss O: (503) 557 -8404 UER 11F 11:1) PLAN! _F: (503) 557 -8428 40/10/0/5 Loading w/ Defl - TL /D = 360 ; LL /D = 480 8 -25 -2010 s. r ., .4' •n u Symbols Numbering System ® General Safety Dotes PLATE LOCATION AND ORIENTATION 1 3 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. I 6 -4 -8 dimensions shown in ft -in- sixteenths Damage or Personal Injury M= Dimensions are in ft -in- sixteenths. (Drawings not to scale) �� A and pply fu lly 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 BCSI. 0 _f r 1 2. Truss bracing must be designed by an engineer For v 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T. I. or Eliminator _ bracing should be considered IMAi 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. O 1 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate = O designer, erection supervisor, property owner and plates 0 -'nd' from outside o all other Interested parties. edge of truss. ,O p 5 Cut members to bear tightly against each other. C7$ C6-7 C5-6 , BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the joint and embed fully. Knots and wane at joint required direction of slots in 8 7 6 5 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 LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements ICC -ES Reports: 12 Lumber used shall be of the species and size, and in all respects, equal to or better than that , 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 -56l 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. 15. Connections not shown are the responsibility of others Indicates location where bearings (supports) occur. Icons vary but ©2006 16 Do not cut or alter truss member or plate without prior I II= NIP reaction section indicates joint 2006 MiTekO All Rights Reserved pproval of an engineer number where bearings occur. Mill=11 ® 17. Install and load vertically unless indicated otherwise. 1.17:-.1 18. Use of green or treated lumber may pose unacceptable �-� environmental, health or performance risks Consult with Industry Standards: project engineer before use ANSI /TPI1: National Design Specification for Metal Mill 1 9. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. l ie ® and pictures) before use Reviewing pictures alone DSB 89: Design Standard for Bracing. � k® is not sufficient BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII - 7473 rev. 10 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094356 B101124 NO2 COMMON 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladsamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc. Wed Aug 25 15.13 36 2010 Page 1 ID o2F6VvNVDDmYQOewbBJd75ykEri- o2F6VvNVDDmYQOexbBJd757UEaKaAUhMtwetaiykErl 2 -94 5.7.0 &7-0 2 -9-8 2.9 -8 1 -0-0 a. 416 = Sub • 1 20 4 2 II` 800 17 r I � 5 2.4 II 3x4 = yd = 2.9-8 5-7 -0 2.9 -8 2 -9.8 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 16 Vert(LL) -0.00 5 >999 240 MT20 220/195 (Roof Snow =25.0) TCDL 10 0 Lumber Increase 1 15 BC 0.04 Vert(TL) -0 00 5 >999 180 BC LL 0 0 • Rep Stress Incr YES WB 0 04 Horz(TL) 0 00 3 n/a n/a BCDL 5,0 Code IBC2006/TPI2002 (Matrix) Weight: 21 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5 -7 -0 oc purtins BOT CHORD 2 x 4 DF No.18Btr 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 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1= 195/0 -5-8 (min 0 -1 -8), 3=301/0-5-8 (min. 0 -1 -8) Max Horz 1= -67(LC 5) Max Uplift1= -47(LC 7), 3=- 113(LC 8) 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 =3 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 2) TCLL: ASCE 7 -05, Pf =25.0 psf (flat roof snow), Category II, Exp B; Fully Exp ; Cl =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16 0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) 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 7) A plate rating reduction of 20% has been applied for the green lumber members 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) 1 except (it =lb) 3 =113 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �ED PR � �\� NG( FF9 /02 EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING Verify design parcanetua and READ NOTES ON 7NIS AND INCLUDED NITER REFERENCE PAGE M1174 ray. 10'08 BEFORE USE. Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for on ndrvidual budding component Applicability of design paramenlers and proper incorporation of component Is responsibility of budding designer - not truss designer Bracing shown ¢ 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 budding designer For general guidance regarding POWER ■e fabrication. quality control, storage, delnery, 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 CENTEX - SUMMERCREEK BLD 22 ROOF R32094355 B101124 NO1 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 1513:35 2010 Page 1 ID KsikIZNsSvehos3kl UoOatykErk- KsikIZNsSvehos3kl UoOataJ7A_HR1 RCeGMK2FykErk l -1.0 -0 I 2 -9.8 1 5-7 -0 I 6.7-0 1 1.0-0 2 -8-8 2.9.8 1 -0-0 44 = scab. 1 204 3 El 8 7 800 f2 a 5. 2 w 1 ; 8 2. II ►/ 3x4 = L� _ I 2 - 9.8 1 5-7.0 ( 2.9.8 2.9.8 LOADING (psf) 5 0 SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP (Roof Snow =25 0) Plates Increase 1.15 TC 0 18 Vert(LL) -0 00 6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0.05 Vert(TL) -0.00 6 >999 180 BCLL 0,0 Rep Stress Incr NO WB • 004 Horz(TL) 0 00 4 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (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 -7 -0 oc purlins BOT CHORD 2 x 4 DF No.18Btr 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 be installed dunng truss erection, in accordance with Stabilizer Installation guide REACTIONS (lb /size) 2= 291/0 -5-8 (min. 0-1 -8), 4= 291/0 -5-8 (min 0 -1 -8) Max Horz 2= -58(LC 5) Max Uplift2=- 110(LC 7), 4=- 110(LC 8) 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 =3 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 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 consul) qualified building designer as per ANSI/TPI 1 -2002 3) TCLL: ASCE 7 -05, Pf =25 0 psf (Bat roof snow), Category II; Exp B; Fully Exp ; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16 0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads. 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 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 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 100 lb uplift at joint(s) except (jt =lb) 2 =110, 4 =110 11) This truss is designed In accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. �0.0 PR _F,c- 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss < N E � c S1 j � LOAD CASE(S) Standard 04 c � 9 i•'r 0•Ei r tzb '`..o 0- :GO'- c N M R S.-04 e EXPIRATION DATE: 06/30/12 August 25,2010 rr- r .39.7 .: t .aae:ei.arso r : :r. -77 .;aa: sr : -ir sra: Arm :r. : t ". z AilOanlarAS ., -L:- rs �. =-rya rti: ts_. .`;�as1sesc,atr..c a-'. :zMrt • ® WARNING - Var(�j design parameters and READ NOTES ON 77115 AND INCLUDED 1171773K REFERENCE PAGE 1471-74 73 ran. 10 '08 BEFORE USE. r r R • Design valid for use only with MITek connectors The designs based only upon parameters shown. ands for on individual building component 7..1.1 Apphcabdity of design par amer.ters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown s for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction s the responsibility 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 /TPII Quality Criteria, 059.89 and BCSI Building Component 7777 Greenback Lane, Suits 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 CENTEX - SUMMERCREEK BLD 22 ROOF R32094354 . B101124 MO2 COMMON 4 1 Job Reference (optional) Pro -Build Cladcamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13 35 2010 Page 1 ID KsrkIZNsSvehos3k1UoOatykErk- KsikIZNsSvehos3k1UoOataJUA CR1NCeGMK2FykErk 1 2 -11 -12 5-11 -8 1 8-11-8 1 2-11 -12 2 -11 -12 1-0-0 4,8 = Sole "1212 2 em 6 f 7 5.4 II ►, = 3a1 _ 1 2.11 -12 5-11 -8 t 1 2 -11-12 2.11 -12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) 1 /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0.16 Vert(LL) -0 00 5 >999 240 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1 15 BC 0.05 Vert(TL) -0.00 1 -5 >999 180 TCDL 10 0 Rep Stress Incr YES WB 0.04 • Horz(TL) 0.00 3 n/a . n/a BC LL 0 0 • Code IBC2006/TP12002 (Matrix) Weight. 22 lb FT = 10% BC DL 5.0 LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 5 -11 -8 oc purlins BOT CHORD 2 x 4 DF No 18Btr 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 be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS (lb /size) 1= 214/0 -3 -8 (min 0 -1 -8), 3= 319/0 -5 -8 (min. 0 -1 -8) Max Horz 1= -70(LC 5) Max Uplift 1= -52(LC 7), 3=- 117(LC 8) 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= 3.Opsf, h =25ft; Cat II; Exp B; enclosed; MWFRS (low -rise) gable end zone, cantilever left and nght exposed ; Lumber DOL =1 33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05, Pf =25 0 psf (flat roof snow), Category II, Exp B, Fully Exp , Ct =1.1 3) Unbalanced snow loads have been considered for this design 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2 00 times fiat roof load of 25 0 psf on overhangs non- concurrent with other live loads 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6) • Thls 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 100 lb uplift at joint(s) 1 except (jt =lb) 3 =117 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard <cs PROF ,0 GO..• • M FG s . �` EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING Verify design parameters an READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE I411.7473 me. 10 '08 BEFORE tIRE ' Design valid for use only with MTek connectors The design is based only upon parameters shown, and k for an individual budding component E Applicability of design paramenters and proper incorporations of component Is responsibility of budding designer - not truss designer Bracing shown is for lateral support of Individual web members only Additional temporary bracing to Insure stability during construction s the responsibility of the MiTek, erector Additional permanent bracing of the overall structure Is the responsibility of the balding designer For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing, consult ANSI/11 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Solely Inlermcllon available from Truss Plate Institute. 281 N Lea Street, Suite 312, Alexandria. VA 22314 Citrus Heights, CA, 95610 • Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094353 B101124 MO1 GABLE 2 1 • Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 S Jun 18 2010 MiTek Industnes, Inc. Wed Aug 25 15.13:34 2010 Page 1 ID sf8M5DMEicWgAiUYTmH92gykErl- sf8M5DMEicWgAiUYTmH92g18Nmtwia83OddnWpykErl I -1 -0-0 I 2.11 -12 l 5-11 -8 i 6 -11 -8 l a 1 -0-0 2 -11 -12 2.11.12 1.0-0 4.8 = Scab • 1 21 2 3 7 BeOr Y 4 • s 1 6 1v. 11 / 3•4 = 30 _ l 2 -11 -12 l 5-11-8 i 2 -11 -12 2-11-12 LOADING DING (psf 5 0 SPACING 2 -0-0 CSI DEFL in (lest) 1 /deft Lid PLATES GRIP (Roof Snow =25 0) Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0 06 Vert(TL) -0 00 2 -6 >999 180 BCLL 0 0 • Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 24 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing diredly applied or 5 -11 -8 oc purlins BOT CHORD 2 x 4 DF No.18Btr 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 be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 306/0 -5 -8 (min. 0 -1 -8), 4=306/0-5-8 (min. 0 -1 -8) Max Harz 2= -61(LC 5) Max Uplift2=- 114(LC 7), 4=- 114(LC 8) 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 =3 Opsf; h =25ft, Cat II, Exp B, enclosed, MWFRS (low -rise) gable end zone; cantilever left and nght exposed ; Lumber DOL =1 33 plate gnp 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) TCLL: ASCE 7 -05, Pf =25 0 psf (flat roof snow), Category II, Exp B, Fully Exp , Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads 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 will fit between the bottom chord and any other members 9) A plate rating reduction of 20% has been applied for the green lumber members 10)'Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 2= 114,4 =114 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 ���O PR Qp 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. � \�'� � NGj ��9 S> LOAD CASE(S) Standard 2 Y 1 , •D SO • 0: '\�� -S. ' R2 Qi M F R S . 1\ NCB - EXPIRATION DATE: 06/30/12 August 25,2010 arse2s...N151111. _;z:.1e,•.+c.:1:- r.. _; 7 14xt-... .errr .O. ® WARNING - VertJU design parameters and READ NOTES ON THIS AND INCLUDED 6II7EK REFERENCE PAGE 7111 -7473 rev. 10 '08 BEFORE USE. - ; � �pt7 Design valid for use only with MiTek connectors Ohs design is based only upon parameters shown. and is for an Individual budding component i�� -, ;� [y in Applicability of design paramenters and proper incorporation of component is responsibility of buddng designer - not truss designer. Bracing shown MiTek" ��•111 s for lateral support of individual web members only Additional temporary bracing to insure stability during construction s 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. erecl,on and bracing. consult ANSI /TPiI Quality Criteria, 008•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avadablo from Truss Plate Institu'e, 281 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss ' Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094352 B101124 L03 COMMON 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13 33 2010 Page 1 ID OTa_ ttLcxlOzZYvLv3mwVSykErm- OTa_ ltLcxlOzZYvLv3mwVSVxDNIzz7AvBztD _NykErm I 4.3 -12 I 7 -11 -8 I 4 -3 -12 3 -7 -12 e.e = stem • r 267 2 I\ PA em r2 7 3 416 4 MI 6 324 = a+ II 3xe II I 4 -3.12 I 7 -11 -8 I 4 -3 -12 3-7 -12 Plate Offsets (X.Y). 110-0-7.0 -0-21, f4.0-5- 1,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0 27 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1 15 BC 0.10 Vert(TL) n/a - n/a 999 TCDL 10 0 Rep Stress Incr YES WB 0 02 Horz(TL) 0.00 4 n/a n/a BCLL 0 0 • Code IBC2006/TPI2002 (Matrix) Weight 33 lb FT = 10% BCDL 50 LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr•G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purtins BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing WEBS ' 2 x 4 OF Std G MITek recommends that Stabilizers and required cross bracing SLIDER Right 2 X 6 DF No 2 -G 2 -2 -6 be installed during truss erection, in accordance with Stabilizer Installation guide. . REACTIONS (lb /size) 1= 283/7 -11 -8 (min 0 -1 -8), 4= 277/7 -11 -8 (min 0 -1 -8), 5= 76/7 -11 -8 (min. 0-1 -8) Max Horz1= -84(LC 5) Max Upliftl=- 119(LC 8), 4=- 140(LC 8), 5= -31(LC 6) Max Grav1= 283(LC 1), 4= 277(LC 1), 5= 158(LC 4) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -6 =- 274/161, 3-4=-289/154 NOTES 1) Wind: ASCE 7 -05; 100mph, TCDL= 4.2psf; BCDL= 3.0psf, 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) TCLL: ASCE 7 -05, Pf =25.0 psf (flat roof snow), Category II, Exp B, Fully Exp , Ctol 1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing 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 7) A plate rating reduction of 20% has been applied for the green lumber members 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) 5 except (it =lb) 1 =119, 4 =140. 9) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 ��� p PROF�ss 10) "Fix heels only" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard �c \ � NC'I 0 2 9 . /� ? to - -o "x ORE i/ F M.!; �� . MF R s . 1 \N EXPIRATION DATE: 06/30/12 August 25,2010 M_ec717picei7' 2 - - .--r0- re - =^ : i:P.>r-.'S; -- r'Z474 - ;”T3: ".7.19K .IR '..SiRJ ?!*:' .MR'lrTt7 ?` ]:tic3 _'. ,. ^Vi1S!!i'r ZlfPW/N ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIf -7473 res. I0 -'08 BEFORE USE. e1 te Design valid for use only with Mir ek connectors The design k based only upon parameters shown, and h for an individual buidmg component } _ - Applicability of design paramenlers and proper incorporation of component is responsiblity of buidmg designer - not truss designer Bracing shown is for lateral support of Individual web members only Additional temporary bracing to insure stablity during construction B the responsibility of the M fie k' erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng w .o fabrication, quality control, storage, delivery, erection and bracing. consult ANSI /SPll Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Salle 109 Safely Information available from Truss Pale Institute, 281 N Lee Street. Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 • Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094351 B101124 L02 COMMON 1 1 - Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13•32 2010 Page 1 ID wHObgXK A_G6xOK9MLEhzFykErn- wHObgXK_A G6xOK9MLEhzFynf (zyeEgLmyJ8gRxykErn -1 -ao I 4 -3 -12 I 5.7 -8 I 9 - I I 1 -0.0 4.3 -12 4 -3 -12 1 -0.0 4r6 = Sine • 129 7 3 AIL ,l' 9 900,2 7 Iblh6 I. 16, 2 4 1 II IIIIIIIIIIIIj/IIIIIIIMMIIIIIIW 5 p C 9 ►/ 2,4 n 0 3a4 = 3a4 = 4 -3 -12 1 e-7 -8 t 4 -3 -12 4.3.12 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0 22 Vert(LL) -0.01 2 -6 >999 240 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1 15 BC 0.11 Vert TL -0.01 2 -6 >999 180 TCDL 10 0 Rep Stress lncr YES WB 0 06 Horz(TL) 0 00 4 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 Matrix 10% BCDL 5.0 ( ) Weight. 33 lb FT = 10 6 LUMBER BRACING TOP CHORD 2 x 4 DF No 1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purltns. BOT CHORD 2 x 4 DF No.1 &Blr 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 be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS (lb /size) 2= 407/0-5 -8 (min 0 -1 -8), 4= 417/0 -8 -0 (min 0 -1 -8) Max Horz 2 =87(LC 6) Max Uplift2=- 137(LC 7), 4=- 142(LC 8) FORCES (Ib) - Max Comp./Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2 -7 =- 346/55, 4 -8 =- 350/57 NOTES . 1) Wind ASCE 7 -05, 100mph, TCDL= 4.2psf; BCDL= 3.0psf, h =25ft; Cat II, Exp B; enclosed, MWFRS (low -rise) gable end zone, cantilever left and right exposed , Lumber DOL =1 33 plate gnp DOL =1.33 2) TCLL• ASCE 7 -05, Pf =25 0 psf (flat roof snow), Category II, Exp B, Fully Exp ; Ct =1 1 3) Unbalanced snow loads have been considered for this design 4) This truss has been designed for greater of mm roof live load of 16.0 psf or 2 00 times flat roof load of 25 0 psf on overhangs ' non - concurrent with other live loads. 5) 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. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at Joint(s) except Qt =lb) 2 =137, 4 =142 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss �(:), PR OF `t..5'. 2 LOAD CASE(S) Standard �� <0 G(LL 4 ; > Q /r:•∎• 9 r V illf 0) , (-- ,11:4 , 0) M S. (\N EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MII7fIC REFERENCE PAGE MU -747J rev. 10 '08 BEFORE USE. � Design valid for use only with MiTek connectors This design design based only upon parameters shown, and u for an individual budding component. - Applicabdity of design param enters and proper incorporation of component Is responsibility of budding designer - not truss designer Bracing shown a for loleral support of individual web members only Additional temporary bracing to insure stability during construction is the responsdbdlity 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 AN51 /TPII quality Criteria, 058.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 281 N Lee Street, Suite 312. Alexandria, VA 22314. Citrus Helahls, CA, 95610 Job Truss Truss Type Qty Ply CENTER( - SUMMERCREEK BLD 22 ROOF R32094350 . B101124 L01 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss. Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13 31 2010 Page 1 ID S4SDSBKMPh8FJF1zoe( SQ1ykEro- S4SDSBKMPh8FJFIzoe (SQ1Pc3ZcBVD4d1f06vUykEro I -1 o I 4 -3-12 I 8-7 -8 I 8 -7 -8 Do 4 -3.12 4-3-12 1-0-0 Seer .128 7 4■9 = 3 ,0, t2 B00 12 h4 II 11 734 II 4 161116 2 Al II r r r s t ; 2x4 244 II h4 II ►- 3x4 = 344 = I 4 -3 -72 B -7 -8 4 -3-12 4 -3 -12 LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) 1 /deb L/d PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 25 Vert(LL) -0.01 2 -6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1 15 BC 0 12 Vert(TL) -0.01 2 -6 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0 06 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 Code IBC2006/TPI2002 (Matrix) Weight: 37 lb FT = 10% BCDL 5 0 LUMBER BRACING TOP CHORD 2 x 4 DF No 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0.0 oc purlins BOT CHORD 2 x 4 DF No.1&BtrG BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 it 4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2 x 4 DF Std G be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS (lb /size) 2= 413/0 -5 -8 (min. 0 -1 -8), 4= 413/0 -5 -8 (min 0 -1 -8) Max Horz 2 =87(LC 6) Max Uplift2=- 138(LC 7), 4=- 138(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -11 =- 356/58, 4 -12 =- 356/58 NOTES 1) Wind ASCE 7 -05; 100mph, TCDL= 4.2psf, BCDL =3 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 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) TCLL ASCE 7 -05; Pf =25 0 psf (flat roof snow), Category II, Exp B, Fully Exp.; Ct =1 1 4) Unbalanced snow loads have been considered for this design 5) This truss has been designed for greater of min roof live load of 16 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads. 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 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 9) A plate rating reduction of 20% has been applied for the green lumber members 10) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 2 =138, 4 =138 €.90 PR FF 11) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 4.3 ' E 1S> 12) "Fix heels only" Member end fixity model was used in the analysis and design of This truss I G N�' Fig � 2 444 LOAD CASE(S) Standard Ct • . : • F r / • ' , o O . ; GO .. c \N EXPIRATION DATE: 06/30/12 J August 25,2010 4 8 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED Mr7EK REFERENCE PAGE MI► -7473 rev. 10 -'08 BEFORE USE �� s Design valid for use only with MTek connectors The design k based only upon parameters shown, ands for an utdividual budding component Applicability of design commenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability cluing constructions the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding .a fabrication, quality control, storage, delivery, erection and bracing. consult ANSI /JP11 Qualify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Surio 109 Safety Information evadable from Truss P:ato institute. 281 N Lee Street. Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094349 B101124 K02 MONO TRUSS 10 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 a Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 15 13 30 2010 Page 1 ID _ uurFrJkeN00h5BmEwCDtgykErp-_ uurFrJkeN00h5BmEwCDtgtTQ9HWmmnTV ?lZN2ykErp I - - 2.0.0 I I 1 -0 -0 2 -0 -0 -. Scale 1•.1• 0 5 I 1 0 0 ore I ... , 2 I ,/ Ia■ _ I 2-0-0 2.0 -0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0.11 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1 15 BC 0 02 Vert(TL) -0.00 2 -4 >999 180 TCDL 10.0 Rep Stress Ina YES WB 0 00 Horz(TL) -0 00 3 n/a n/a BCLL 0 0 • Code IBC2006/TPI2002 e BCDL 5,0 (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 purlins. 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 dunng truss erection, in accordance with Stabilizer Installation guide REACTIONS (lb /size) 2= 170/0 -5 -8 (min. 0 -1 -8), 4= 10/0 -5-8 (min 0 -1 -8), 3 =47 /Mechanical Max Horz 2 =63(LC 7) Max Uplift2= -75(LC 7), 3= -23(LC 7) Max Grav2= 189(LC 11), 4 =29(LC 4), 3 =48(LC 2) - FORCES (lb) - Max Comp /Max. Ten - All forces 250 (lb) or less except when shown NOTES 1) Wind ASCE 7 -05; 100mph, TCDL =4 2psf, BCDL =3 Opsf, h =25ft, Cat II, Exp B; enclosed, MWFRS (low -rise) gable end Zone, cantilever left and right exposed , Lumber DOL =1 33 plate gnp DOL =1 33 2) TCLL ASCE 7 -05, Pf =25.0 psf (flat roof snow); Category II, Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 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 7) A plate rating reduction of 20% has been applied for the green lumber members 8) Refer to girder(s) for truss to truss connections 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 10) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss \ ) ,. 1) PR OFF LOAD CASE(S) Standard \� '�� NGj i S. ( Fq 0 2 C ,4 6 . : , E 9 r" OK ORE .0 9� F+' , .c" <-� 'yFR S �N e EXPIRATION DATE: 06/30/12 August 25,2010 i ..m.....mz :Or,,..i 4_ ,.., ffiR , —. '.:.._.N. . rt:�. :.A...f.I.LTiaJ::. .. ---, ... _ ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED PETER REFERENCE PAGE B111-74 7.3 rev. 10 '08 BEFORE USE. . 1 `g Design valid for use only with MTek connectors Ths design Is based only upon parerneters shown, and h for an ndnrcdual building component r,y Appllcabdity of design porom enters and proper incorporation of component is iesponsibdily of buddng designer - not truss designer Bracing shown r a ' 61f s for lateral support of individual web members only Additional temporary bracing to Insure stability during construction h the responsibility 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 /TPil Quallly Criteria, DS3 - 89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Mote Institute. 29 I N Lee Street. Suite 312, Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094348 B101124 KO1 GABLE 2 1 Job Reference (optional) Pro -Build Cladtamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13 30 2010 Page 1 ID uurFrJkeN00h5BmEwCDtgykErp-_ uurFrJkeN00h5BmEwCDtgtTK9HRmmnTV ?fZN2ykErp I 1 -ao I 2 - I 1 -0-0 2 -0.0 Seab 1 3 5 0601:1hT I 2 4 354 = I 2 -0.0 2.0.0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0.12 Vert(LL) -0 01 1 n/r 180 MT20 220/195 (Roof Snow =25 0) TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0 01 1 n/r 180 BCLL 0.0 • Rep Stress Inc: NO WB 0.00 Horz(TL) -0 00 3 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight. 7 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc purlins BOT CHORD 2 x 4 DF No 18Btr 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) 3= 53/2 -0-0 (min 0 -1 -8), 2 =168/2 -0-0 (min. 0 -1 -8), 4= 10/2 -0-0 (min 0-1 -8) Max Horz 2 =64(LC 7) Max Upllft3= -26(LC 7), 2= -72(LC 7) Max Grav3 =54(LC 2), 2= 180(LC 11), 4 =30(LC 4) 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= 3.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 2) TCLL ASCE 7 -05, Pf =25 0 psf (flat roof snow); Category II, Exp B, Fully Exp , Ct =1 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Gable requires continuous bottom chord beanng 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 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 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss �Q.�p PROfF LOAD CASE(S) Standard � �NGINEF s /; —. - E• 9r -O Do ORE E T / s F /R ��. ME s. \N EXPIRATION DATE: 06/30/12 August 25,2010 � 1 ® WARNING Verify design paramctcra and READ NOTES ON THIS AND INCLUDED MITER REFE RENCE PAGE MI 7473 rcu. 10 '08 BEFORE USE. _q Design valid for use only with MiTek connectors The design a based only upon parameters shown, and is for an indrvldual building component Applicabdify of design paranten tern and proper incorporation of component is responsibiity of budding designer - not truss designer Bracing shown tttttt k for lateral support of individual web members only. Additional temporary bracing to Insure slabilly during construction h the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regardng fabrication. quality control, storage, deinery, erection and bracing, consult ANSI /fPll Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 - Safety Information avadabie from Truss Pate Institute. 281 N Lee Street. Suite 312, Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094347 8101124 G03 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13 29 2010 Page 1 ID WlKT1V16t3uX4xcagDh LoikErq- WiKT1V16t3uX4xcagDh _LcKHgMtL1JXKGLvOrcykErq I -1 -o 0 4.0-0 I 1-0-0 4 -0-0 Scab •1181 7 -, 600 12 6 z 7x4 = 5 I 4.0-0 I 4.0 -0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.01 2 -5 >999 240 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1 15 BC 0.08 Vert(TL) -0 01 2 -5 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0 00 Horz(TL) -0.00 3 n/a n/a BCLL 0 0 • Code IBC2006/TPI2002 (Matrix) Weight: 13 lb FT = 10% BCDL 5 0 LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 4 -0-0 oc purlins. BOT CHORD 2 x 4 DF No.18Btr 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= 240/0 -5-8 (min. 0 -1 -8), 5= 18/0 -5-8 (min 0 -1 -8), 3= 128/0 -5-8 (min 0-1 -8) Max Horz 2= 101(LC 7) • Max Uplift2= -85(LC 7), 3= -70(LC 7) Max Grav2= 242(LC 2), 5 =53(LC 4), 3= 143(LC 2) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown. NOTES 1) Wind ASCE 7 -05, 100mph, TCDL= 4.2psf, BCDL =3 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 2) TCLL ASCE 7 -05, Pf =25 0 psf (flat roof snow), Category II; Exp B; Fully Exp , Ct =1 1 3) Unbalanced snow loads have been considered for this design 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads 5) This truss has been designed for a 10.0 psf bottom chord live load noncoricurrent 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 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) 2, 3 • 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard � \ c ' 131 E 9 `Vo `M FR ' s.1` EXPIRATION DATE: 06/30/12 August 25,2010 TL03A 1': =rli �:S4:R��{R.:3 L4Rt `.. .. r Nat.�'.J.tY >OL,'R' • - • ,i - ?.S1110001R2SY/Grni • ® WARNING, • Valhi design parameters and READ NOTES ON THIS AND INCLUDED MITER" REFERENCE PAGE MII7473 res. 10 '08 BEFORE USE. � 1l Design valid for use only with MiTek connectors The designs based only upon parameters shown, and is for an individual building component 7 Appilcobiiiy of design paramenters and proper incorporation of component is respcnsiblrty of budding designer - not truss designer Bracing shown h for lateral support of individual web members only Additional temporary bracing io insure stability during construction s the responsibility of the MiTek' erector. Additionut permanent bracing of the overall structure is the responsibility of the building designer Fcr general guidance regarding fabrication, cuality control, storage. delivery, erection and bracing. ccnsuli ANSI /TPI I quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information evadable from rims Plate Institute. 281 N lee Street. Suite 312• Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094346 B101124 002 MONO TRUSS 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 1513'29 2010 Page 1 ID Wi KT1V16t3uX4xcagDh_ LcykErq- WiKT1V1613uX4xcagDh _LcKDbtwS1JXKGLvOrcykErq I -1 -0-0 6-0-0 I 1 -0 -0 6.0-0 Scale 3 G_. 1303 nz • 2 3:4 = 5 4 -2 -12 4 - - 0i2 -12 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 44 Vert(LL) -0.01 2 -5 >999 240 MT20 220/195 (Roof Snow =25.0) TCDL 10 0 Lumber Increase 1.15 BC 0 07 Vert(TL) -0.01 2 -5 >999 180 BCLL 0.0 • Rep Stress Inc: YES WB 0 00 Horz(TL) -0.00 3 n/a n/a BCDL 5,0 Code IBC2006/TPI2002 (Matrix) Weight 19lb 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.18,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) 3 =184 /Mechanical, 2= 306/0 -5-8 (min. 0 -1 -8), 5= 42/0 -5-8 (min 0-1 -8) Max Horz 2= 136(LC 7) Max Uplift3=- 105(LC 7), 2=- 106(LC 7) Max Grav3= 215(LC 2), 2 =314(LC 2), 5 =125(LC 4) 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 =3 Opsf; h =25ft; Cat. II; Exp B; enclosed, MWFRS (low -rise) gable end zone, cantilever left and nght exposed ; Lumber DOL =1.33 plate gnp DOL =1 33 2) TCLL ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II, Exp B, Fully Exp , Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 limes flat roof load of 25.0 psf on overhangs non - concurrent with other live loads 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 7) A plate rating reduction of 20% has been applied for the green lumber members 8) Refer to girder(s) for truss to truss connections 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at loint(s) except (jt =lb) 3 =105, 2 =106 10) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. � P i Fs s 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss °P e CASE(S) Standard �� \� fGNG Fig /O/L9 1 f �PE. • S ORE / 4N " F M M F R s. �� N EXPIRATION DATE: 06/30/12 August 25,2010 1 _ A WARNING- Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1 73 rev. 10 '08 BEFORE USB. Design valid for use only with Wok connectors This design is based only upon parameters shown, and is for urn individual building component T"--r43 Applicability of design paramenters and proper Incorporation of component is responsibility of budding designer • not truss designer Bracing shown pp YYY555 is for lateral support of individual web members only Additional temporary bracing to Insure stability during construction Is the responsibility of the IYIiTek• erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding .e fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/11 Ouatity Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Surto 109 Solely Information avaiabie from Truss Plate institute. 281 N Lee Street. Suite 312. Alexandria, VA 22314 Citrus Ililghts. CA, 95610 Job Truss Truss Type Qty Py CENTEX - SUMMERCREEK BLD 22 ROOF R32094345 8101124 GO1 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladramas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13 28 2010 Page 1 ID 1Vm5gAHT6mmgSn107WAloPykErr- 1Vm5gAHT6mmgSn10 7WAloPn6uMb9IsPA1hASl9ykErt -1 -0 -0 6-0 -0 1.0-0 8 -0 -0 Scab • 1 248 2.4 II ‚ >3 2 III 6 5 3.4 = 2r4 II 6-0-0 8-0-0 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 18 Vert(LL) -0 01 1 n/r 180 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1 15 BC 0.08 Vert(TL) -0.01 1 n/r 180 TCDL 10.0 Rep Stress Incr NO WB 0.06 Horz(TL) -0 00 4 n/a n/a BC LL 0 0 • Code IBC2006/TP12002 a BCDL 5,0 (Matrix) Wtnd(LL) -0 01 1 n/r 90 Weight 21 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 188tr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins BOT CHORD 2 x 4 DF No.18,Btr G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 x 4 DF Std G MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 6 -0 -0 (Ib)- Max Horz2= 140(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 4, 2 except 6=- 124(LC 7) Max Gray All reactions 250 lb or less at joint(s) 4, 2, 5 except 6= 338(LC 2) FORCES (Ib) - Max Comp /Max. Ten - All forces 250 (Ib) or less except when shown WEBS 3- 6=- 297/149 NOTES 1) Wind ASCE 7 -05, 100mph; TCDL= 4.2psf, BCDL= 3.Opsf, h =25ft; Cal II, Exp B; enclosed, MWFRS (low -rise) gable end zone, cantilever left and right exposed , Lumber DOL =1 33 plate gnp DOL =1 33 2) TCLL ASCE 7 -05, Pf =25 0 psf (flat roof snow), Category II, Exp B; Fully Exp , Ct =1 1 3) Unbalanced snow loads have been considered for this design 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads 5) Gable requires continuous bottom chord beanng. 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 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 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 beanng plate capable of withstanding 100 lb uplift at joint(s) 4, 2 except (jt =lb) 6 =124 10) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 ��EO PR Opp 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss c N G IN EF 9 5 >, LOAD CASE(S) Standard Ct / � 9 .PO r r (1.‘ ORE , '44:/' R 0. 4, EXPIRATION DATE: 06/30/12 August 25,2010 - . ^Fr,: -v -. , •::a3C4. - ..c ea SIM WARNING - Verrfy design parameters and READ NOTES ON THIS AND INCLUDED All MU r5K REFERENCE PAGE .7473 r cr. 10 'OS BEFORE USE. . I Design valid for use only with Milek connectors this design based only upon parameters shown, and es for an Individual building component ^'F;",' � Applicability of design paramenlers and proper incorporation of component Is respcnsibiity of budding designer - not truss designer Bracing shown S &&ii a for lateral support of individual web members only Additional temporary bracing :o unsure stablrty during construction is the responsibility of the MiTek• erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding fabrica Iron. quality control. storage. delivery. ereclon and bracing. consult ANSI /IPII quality Criteria. DSB.89 and SCSI Building Component 7777 Greenback Lane. Suite 109 Safely Information available frcnn Truss Prate institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094344 . 8101124 F02 MONO TRUSS 6 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13 27 2010 Page 1 ID ZJDicgGrLSegqdSBZofWGBykErs- ZJDicgGrLSegqdSBZofWGBFyAyG4ZP21p1Qvm )ykErs -1 -0-o 1 -0-0 1-0 -0 1.0 -0 Scale • 187 3 600 17 /♦� 4 3.44 = I 1 -40 1 -0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) I /deft Lid PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0.11 Vert(LL) -0 00 2 >999 240 MT20 220/195 (Roof Snow =25.0) TCDL 10 0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0 00 2 >999 180 BCLL 0 0 • Rep Stress Incr YES WB 0 00 Horz(TL) -0 00 3 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight 5 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1 -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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 3 = -10 /Mechanical, 2= 152/0 -5-8 (min 0 -1 -8), 4=5/0-5-8 (min 0-1 -8) Max Horz 2 =44(LC 5) Max Uplift3= -63(LC 9), 2= -85(LC 5) Max Grav3 =14(LC 5), 2= 211(LC 9), 4 =14(LC 2) 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= 3.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 2) TCLL ASCE 7 -05, Pf =25 0 psf (flat roof snow), Category II, Exp B, Fully Exp , C1 =1 1 3) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) • 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. 6) A plate rating reduction of 20% has been applied for the green lumber members 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2 9) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard (<Q,E) PROFF. c � E 0 • 9 ��8•:''E r To e if ORE '9 F Me R � � - � M F R s . \N EXPIRATION DATE: 06/30/12 August 25,2010 4 T_7<ztaysca ss.:�e �t�t;lr.rssi -rte : +, t - .a. . _.. :,: r.�+��...t s:.• .�.: a< r •_-•+cr.- r us.1:4. ., ,. _ rrwe cay WARNING . Very design paranletms and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGB NT! 74 swe. 10 '08 BEFORE USE. ' y , Design void for use only with MiTek connectors This design is based only upon parameters shown, and for an individual building component 5 , -• Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown is for lateral support of individual web members only Addllional temporary bracing tonsure stability durng construction 6 the responsibdlily of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regardng .r,. fabrication, quality control, storage, delivery, erection and bracing. consult ANSI /tPll Quality Crllorla, DSB -e9 and SCSI Building Component 7777 Greenback Lane, Suite 109 Solely Inlormalion evadable from Truss Flaie institute. 281 N Leo Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094343 - B101124 F01 GABLE 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13 27 2010 Page 1 ID ZJDicgGrLSegqdSBZofWGBykErs- ZJOicgGrLSegqdSBZofWGBFwhyG7ZP21p1OvmjykErs I -1 -0 -0 I 1 -0.0 I ,. 1 -0-0 1 Seal.. t 6 7 • ash G 3 60D rT, e '. Y �� I 1.0-0 I 1 -0-0 Plate Offsets (X,Y): 13:0 -2- 13,0 -2 -121 LOADING (psf) 5 0 SPACING 2 -0-0 CSI DEFL in (lac) I /dell Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1 15 TC 0 21 Vert(LL) -0 01 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0.00 Vert(TL) -0.02 1 n/r 180 BCLL 0 0 • Rep Stress Ina NO WB 0 00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0 00 1 n/r 90 Weight: 5 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 1880 G TOP CHORD Structural wood sheathing directly applied or 1 -0-0 oc purlins, except BOT CHORD 2 x 4 DF No.18Btr G 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 =- 99/1 -0-0 (min 0 -1 -8), 2= 234/1 -0-0 (min 0-1 -8) Max Horz 2 =42(LC 5) _ Max Uplift4=- 197(LC 9), 2=- 145(LC 5) Max Grav4 =73(LC 5), 2= 373(LC 9) 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 =3 Opsf; h =25ft, Cat. II, Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and nght 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) TCLL ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II, Exp B, Fully Exp ; Ct =1.1 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads 5) Gable requires continuous bottom chord beanng. 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.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 • L F� D D R FS 9) A plate rating reduction of 20% has been applied for the green lumber members OF 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (lt =lb) c, - ' N I NE.;. Si_ 4 =197, 2 =145 2 11) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/FPI 1 y 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss Ct' j •.- f/" e r LOAD CASE(S) Standard 9 T� - 21 • N. <,` 1 , ' 7 €R S • \ OC� EXPIRATION DATE: 06/30/12 I _ August 25,2010 .........p.....-4. rG.rYr --7 ,,X...; ..:_S:'^c'.. 1 ' t G%'iT![I7,7P 1d':1SI: 114',.A.:Jr 1.tti'CtiY,_ -Tel YR'aAY' t7li:GiiiAi•1251:63L "_` -ru _aer.7. ;_.. : 4.E: •••vitiiI1M3MI. ® WARNING - Verify design parameters and READ NOTES ON7 B NIS AND INCLUDED MIEN REFERENCE PAGE MII -74 rev. 10 '08 BEFORE USE. m � ' Design valid for use only with MiTek connectors Thu design based only upon parameters shown, and is for an individual budding component Applicabdity of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown g rs for lateral support of individual web members only. Additional temporary bracing to insure stabdily during construction s the responsibdlily of the IY1iTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the budding designer For general guidance regarding ,o fabrication, quality control. storage. delivery, erection and bracing. consult ANSI /TPII Quality Criteria, DSB •89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information avadable from Truss Plate institute. 281 N Lee Street. Suite 312. Alexandria, VA 22314. Carus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094342 8101124 E02 HOWE 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13 26 2010 Page 2 ID 57fKPUGDa8WzDTt7758HjykErt- 57(KPUGDa8WzDTt7 LOAD CASE(S) Standard 1) Snow. Lumber Increase =l 15, Plate Increase =1 15 Uniform Loads (plf) Vert. 1- 5 = -10, 1- 3 = -70, 3 -6 = -70 Concentrated Loads (lb) Vert: 5=-2120 9=-1688(B) 10=-1688(B) 11=-1688(B) 12=-1688(B) 13=-1688(B) • • a s ® WARNING Vertfj design parameters and READ NOTES ON THIS AND INCLUDED NITER' REFERENCE PAGE MTI.74T3 rep. 10 '08 BEFORE USE. Design valid for use only wish MiTek connectors This design is based only upon parameters shown, and a for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of balding designer - not truss designer Bracing shown ;.7-7 ' •u is for lateral support of individual web members only Additional temporary bracing to insure stability during construction's the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the bulding designer For general guidance regarding ,r,P .o .. fabrication, quality control, storage. delivery. erection and bracing. consult ANSI /IPti quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, suite 109 Safety Information avalable from Truss Plate Institute. 28119 Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094342 B101124 E02 HOWE 1 n Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13.26 2010 Page 1 ID 57 fKPUGDa8WzDTt7758H( ykErt-57fKPUGDa8WzDTt7758HLImJYgWceStaNhLEHykErt I 2 -11.7 I 5-5-12 I 8-0-1 I 10-11.8 1 1 11 -11.8 1 • 2 -11.7 26 -5 2.8 -5 2 -11.7 1 -0-0 4v8 II Scala • 133 3 : a r 5 3,6 i Id 1 43x6 '''' „AI ....11,5 2 /� ' ,,...,..,. ....,..... . li IMII 10 9 11 8 12 7 13 O M 191•M 9U525 HUS26 HUS26 OM G 3vB II Bv8 = 3v6 I 4v 12 O HU528 HuS26 I 2.11 -7 I 5.5-12 I 8-0-1 I 10.11 -8 I 2-11-7 26 -5 2-8-5 2.11.7 Plate Offsets (X,Y): 11 1 -2,0 -1 -81.12 0- 2- 8,0- 1- 81,14.0- 2- 8,0 -1- 81,15:0- 1 -2,0 -1 -81,18 0.4- 0.0 -3 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft Lid PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 22 Vert(LL) -0.04 7 -8 >999 240 MT20 220/195 (Root Snow =25.0) Lumber Increase 1.15 BC 0.41 Vert(TL) -0 08 7 -8 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0 98 Horz(TL) 0 02 5 n/a n/a BCLL 0 0 • Code IBC2006/TPI2002 (Matrix) Weight: 121 lb FT = 10% BCDL 5.0 LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 5 -7 -13 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x4 DF Std G REACTIONS (lb /size) 1= 4959/0 -5 -8 (mm. 0-2-7), 5= 6525/0 -5-8 (mm 0-3-4) Max Hors 1=- 119(LC 5) Max Upliftl=- 1161(LC 7), 5=- 3056(LC 8) FORCES (Ib) - Max Comp /Max Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 1 -2 =- 6034/1409, 2 -14 =- 4216/1011, 3 -14 =- 4178/1018, 3-15=-4178/1022, 4 -15 =- 4213/1017, 4- 5=- 5941/1382 BOT CHORD 1 -10 =- 1111/4774, 9 -10 =- 1111/4774, 9 -11 =- 1111/4774, 8 -11 =- 1111/4774, 1 8 -12 =- 1055/4689, 7 -12 =- 1055/4689, 7- 13=- 1055/4689, 5-13=-1055/4689 WEBS 2 -9 =- 496/2188, 3 -8 =- 1071/4447, 4 -7 =- 474/2092, 2 -8= 1703/461, 4 -8 =- 1586/424 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 oe, 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) Wind: ASCE 7 -05, 100mph, TCDL =4 2psf, BCDL =3 Opsf; h =25ft, Cat II, Exp B; enclosed, MWFRS (low -rise) gable end zone, cantilever left and right exposed , Lumber DOL =1 33 plate gnp DOL =1 33 4) TCLL. ASCE 7 -05; Pf =25 0 psf (flat roof snow); Category II; Exp B; Fully Exp , Ct =1 1 5) Unbalanced snow loads have been considered for this design 6) This truss has been designed for greater of min roof live load of 16 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs <('\° P R Q1 p non - concurrent with other live loads. 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. <0 5-S . 1 N E I 9 /22 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 , will fit between the bottom chord and any other members. "4 . ; A 9) A plate rating reduction of 20% has been applied for the green lumber members f / 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (1t =lb) 1 =1161, 5 =3056, 11) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 / r'D co 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss • 0 0'■ � cjo 13) Use Simpson Strong -Tie HUS26 (14 -10d Girder, 4 -10d Truss) or equivalent spaced at 2 -0 -0 oc max starting at 1 -1 -4 from the left -' 1 6. / 21 , � A. end to 9 -1 -4 to connect truss(es) A03 (1 ply 2 X 4 DF) to back face of bottom chord. - 9 <. S 14) Fill all nail holes where hanger is in contact with lumber. y / R S . \ 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2120 lb down and 1986 lb up at 10 -8 -12 on bottom chord The design /selection of such connection device(s) is the responsibility of others Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 :C.'kG FIP . 41X- ;C>2 -sT51 •"t7.711 4 _'7r:i] 11712x,Al'17111` -- ` - 1 T17Y, dfRSMINE.:,4] 3.111 = S�iIfQ�GT�AY<aYI.,IJ- .� tsro,ar6Zr o sc— ® WARNING - Vcrrfy design parameters and READ NOTES ON 77118 AND INCLUDED MITEK REFERENCE PAGE BII1.74 res. 10 '08 BEFORE USE. : : I . I Design valid for use only with Mitch connectors This design a based only upon parameters shown, and a for on aldividual budding component Appllcabiity of design param enters and proper incorporation of component is responsibiity of budding designer - not truss designer Bracing shown p a for lateral support of individual web members only Additional temporary bracing to Insure stability during construction h 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 brocag, consult ANSI /TPII Quality Criteria. D58 -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 Oty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094341 B101124 E01 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015-1129 7 240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15 13 25 2010 Page 1 ID dw5yC8FbprO6bKIpRNc2BmykEru-dw5yC8FbprO6bKIpRNc2Bm9Zp8X _SUIkLlxotgykEru I -11:0° I 5-5-12 i 10.11 -6 i 11 -11 -8 I 5-5-12 5-5-12 1.0.0 4.6 = Scale. 1313 3 AIL 2,4 II 2o1 II 00 f2 2 4 2 � \\ I + r r r 1 s &TA 244 II 6 244 II 4.6 II 254 it 446 II i 5- 5-12 i 10-11 -B 5-5-12 5-5-12 Plate Offsets (X,Y). 12.0- 3- 0,0 -1 -41. 14:0-3- 0.0 -1 -41 LOADING (psf) SPACING 2 -0-0 CSI DEFL In (loc) I /deft Lid PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0.36 Vert(LL) -0 02 2 -6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.24 Vert(LL) -0.05 2 -6 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0 08 Horz(TL) 0.01 4 n/a n/a BCLL 0 0 • Code IBC2006/TPI2002 BCDL 5.0 (Matrix) 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 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 OTHERS 2 x 4 DF Std G be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left 2 x 4 DF Std, Right 2 x 4 DF Std REACTIONS (Ib /size) 2= 506/0-5 -8 (min. 0-1 -8), 4= 506/0-5 -8 (min. 0 -1 -8) • Max Horz 2=- 113(LC 5) Max Uplift2=- 159(LC 7), 4=- 159(LC 8) FORCES (Ib) - Max Comp. /Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -11= 491/102, 3-11= 353/110, 3 -12 =- 353/110, 4-12=-491/102 BOT CHORD 2- 6=- 12/294, 4- 6=- 12/294 NOTES 1) Wind ASCE 7 -05, 100mph, TCDL =4 2psf; BCDL= 3.0psf, h =25ft, Cat. II; Exp B; enclosed, MWFRS (low -rise) gable end zone, cantilever left and nght exposed , Lumber DOL =1 33 plate gnp 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) TCLL ASCE 7 -05; Pf =25.0 psf (flat roof snow), Category II; Exp B; Fully Exp , Ct =1 1 4) Unbalanced snow loads have been considered for this design 5) This truss has been designed for greater of min roof live load of 16 0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads 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 Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide ���D P R OF will fit between the bottom chord and any other members tS' 9) A plate rating reduction of 20% has been applied for the green lumber members. N Co .NGINE. /Q 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at loint(s) except (jt =1b) 9 2 =159, 4 =159 16 • : J, - 11) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. 12) "Fix heels only" Member end fixity model was used in the analysis and design of this Truss 4 LOAD CASE(S) Standard • ORE - ■ �OJ� M FR . S. EXPIRATION DATE: 06/30/12 August 25,2010 4 i ® WARNING - Verrfy design parameters and READ NOTES ON THIS AND INCLUDED MIEN REFERENCE PAGE 01II-7473 rev. 10 '08 BEFORE USE. E Design valid for use only with MiTek connectors This design k based only upon parameters shown, and k far an individual buiding component Applicubiity of design pararnenters and proper incorporation of component is responsibility of buiding designer - not truss designer. Bracing shown is for aloud support of individual web members only. Additional temporary bracing to insure stabiily during construction 6 the responsibility of the MiTek erector Additional permanent bracing of the overall structure is the responsibility of the buiding designer For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI /IP11 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute. 281 14 Lee Street, Suite 312. Alexandria, VA 22314 Citrus Heights. CA, 95610 Job Truss Truss Type Oly Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094340 B101124 002 COMMON 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 :1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 15 13 24 2010 Page 2 ID 9kXa_ oEz2XGFzA( dug5peZykErv- 9kXa_ oEz2XGFzA (dug5peZdMok3RM_gb63CF90ykEry LOAD CASE(S) Standard 1) Snow Lumber Increase =1.15, Plate Increase =1 15 Uniform Loads (pit) Vert: 1- 3 = -70, 3- 4 = -70, 2 -4 = -10 Concentrated Loads (lb) Vert 4= -1530 2= -105 5= 1433(B) 8=- 1433(B) 9=- 1433(B) 10=- 1433(B) 11=- 1433(B) • • safe. �. wisa�s�a; F.-; �. �c-- :. �: t_ M: rY_ sw:._ racifsr; �< waxr�aFC��. �; a. r i�-:. �zrr. : �._ aarY::,�-vc3cr.-c_....-r./�krd °:c.::� -_•�,,..-- •_a�•ns�.w ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREPERENCE PAGE MTI74YJ rev. IO '08 BEFORE USE. ;IA Design valid for use only with Mifek connectors The Individual design is based only upon parameters shown, and for an Ind building component Applicabiity of design paramenters and proper Incorporation of component is responsibiity of building designer - not truss designer Bracing shown s for lateral support of individual web members only Additional temporary bracing to insure stabiily during construction is the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsbbilityy of the budding designer For general guidance regarding POWER .., PPPPPP fobricalton, quality control, storage. delnery, erection and bracing. consult ANSI /f Ptl Quality Criteria, 05B -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information evadable from truss Plate Institute, 281 N Lee Street, Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094340 . B101124 002 COMMON 2 2 Job Reference (optional) Pro-Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 1513 24 2010 Page 1 ID 9kXa_ oEz2XGFzAldug5peZykErv- 9kXa_ oEz2XGFzAydug5peZdMok3RM _gb63CF90ykEry •1.0o I 6-0-0 1 12.0.0 1 I 1 -a0 6-0.0 6 40 4x6 I Scala 133 r 7 8 60 0 12 J 4 2 61111�III III III 111 PM 8 9 10 1r ►1 5 �' 3x5 II HUS26 HUS26 HUSH 115526 4x ► HUSH 4x8 HU528 1 8 -0.0 12 -0.0 1 1 6.0-0 6.0-0 Plate Offsets (X,Y). 12.0- 1 -6,0 -2 -01,14 0- 1 -6,0 -2 -01,15 0- 5- 0,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0 51 Vert(LL) -0.08 4 -5 >999 240 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1.15 BC 0.70 Vert(TL) -0.17 4 -5 >808 180 TCDL 10 0 Rep Stress Incr NO WB 0 35 Horz(TL) 0.02 4 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 (Matrix) Weight 105 lb FT = 10% BCDL 5.0 LUMBER BRACING TOP CHORD 2 x 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5 -9 -6 oc purlins BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing WEBS 2x4DFNo18BtrG REACTIONS (lb /size) 4= 5600/0 -5 -8 (min 0- 2 -13), 2= 4208/0 -5-8 (min 0-2 -1) Max Horz 2= 129(LC 6) Max Uplift4=- 1366(LC 8), 2=- 1000(LC 7) FORCES (lb) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2 -6 =- 4817/1147, 3 -6 =- 4674/1157, 3 -7 =- 4690/1150, 4 -7 =- 4815/1140 BOT CHORD 2 -8 =- 868/3846, 8 -9 =- 868/3846, 5 -9 =- 868/3846, 5-10 =- 868/3846, 10 -11 =- 868/3846, 4 -11=- 868/3846 r WEBS 3 -5 =- 1198/5076 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 distnbute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind' ASCE 7 -05, 100mph, TCDL= 4.2psf, BCDL =3 Opsf, h =25ft, Cat. II; Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and right exposed , Lumber DOL =1 33 plate gnp DOL =1 33 . 4) TCLL ASCE 7 -05, Pf =25.0 psf (flat roof snow); Category II, Exp B, Fully Exp ; C1 =1.1 5) Unbalanced snow loads have been considered for this design 6) This truss has been designed for greater of min roof live load of 16 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads C EO PR OFF S 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. • - GI NE s CO � / 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 � 9 cl will fit between the bottom chord and any other members 1 -4� 9 9) A plate rating reduction of 20% has been applied for the green lumber members 1 e . • x. C 10) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at loint(s) except Qt =lb) I 4 =1366, 2 =1000. / 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. - M 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 13) Use Simpson Strong -Tie HUS26 (14 -10d Girder, 4 -10d Truss, Single Ply Girder) or equivalent spaced at 2 -0 -0 oc max starting at A OR : '0 - co 2 -0 -12 from the left end to 10 -0 -12 to conned truss(es) CO2 (I ply 2 x 4 DF) to back face of bottom chord 9� T$ / . 21 �-L 14) Fill all nail holes where hanger is in contact with lumber A � 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1530 lb down and 393 lb up at M S - - C\ \ 11 -9 -4 on bottom chord The design /selection of such connection device(s) is the responsibility of others Continued on page 2 EXPIRATION DATE: 06/30/12 • August 25,2010 ® WARNING - Verify design parameters emd READ NOTES ON '1711S AND INCLUDED MITER REFERENCE PAGE 6111-7473 rev. 10 '08 BEFORE USE. ,; y Design void for use only with MTek connector The design a bas ed only upon parameters shown, and Is for an individual building component Applicabddy of design paramenters and proper incorporation of component Is responsibility of balding designer - not truss designer. Bracing shown ;77.1 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 regardng fabrication, qualify control. storage, delivery. erection and bracing. consult ANSI /1Pit Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Soto 109 Safely Information available from Truss Flate Institute. 281 N lee Street. Suite 312. Alexandria. VA 22314 Crirus Heights, CA, 95610 Job Truss Truss Type Dry Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094339 B101124 D01 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Cleckamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 15 13 23 2010 Page 1 ID hYzCnSDLHD70M08QKyaa5LykErw- hYzCnSDLHD70M08QKyaa5L4GNLtodc6RuPShdyykErw I .1.0-0 I 4 -1 -10 I 7.10-6 l 12 -0-0 I 13.5.0 1 -0 -0 4.1 -10 3.8.12 4.1 -10 1 -0 -0 4.6 = Scale .1 261 5.6 * 2.4 II r 6 4 I 5 1 r -� II ro �� 1 214 I I e a 2.4 II Ilk. LI 7 PA A 16 "led B MI 9 11 3.6 II 13 12 11 10 2.4 II 254 II 244 II 2.4 II 3.6 II I 4 -1 -10 t 7.10-6 l 12 -0-0 4 -1 -10 3.8 -12 4 -1 -10 Plate Offsets (X,Y). 12 0.3- 0.0 -0- 41,(4:0 -1- 11.0 -1 -121, f6 0 -3-0,0 -0- 81.18.0 -3-0,0 -0-41 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (roc) 1 /deb Lid PLATES GRIP TCLL 25.0 (Roof Snow =25 0) Plates Increase 1.15 TC 0.17 Vert(LL) 0 01 9 n/r 180 MT20 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0 09 Vert(TL) 0.01 9 n/r 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0 00 8 n/a n/a BCDL 5 0 Code IBC2006/TP12002 (Matrix) Wind(LL) -0.00 9 n/r 90 Weight 53 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2 x 4 DF No 18Btr G 2 -0-0 oc purllns (6-0-0 max.): 4 -6. OTHERS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing WEDGE MiTek recommends that Stabilizers and required cross bracing Left 2 x 4 DF 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= -88(LC 5) ., Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 12, 13, 11 except 10=- 119(LC 8) Max Gray All reactions 250 lb or less at joint(s) 2, 12 except 8= 292(LC 17), 13= 327(LC 17), 11= 308(LC 16), 10= 458(LC 17) FORCES (lb) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown WEBS 3 -13 =- 300/113, 5-11 =- 296/92, 7 -10 =- 393/125 NOTES 1) Wind ASCE 7 -05, 100mph; TCDL =4 2psf, BCDL =3 Opsf, h =25ft, Cat. II, Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and nght exposed , Lumber DOL =1.33 plate gnp 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) TCLL ASCE 7 -05; Pf =25 0 psf (flat roof snow), Category Il; Exp B, Fully Exp ; Ct =1.1, Lu= 50 -0 -0 4) Unbalanced snow loads have been considered for this design 5) This truss has been designed for greater of min roof live load of 16 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads 6) Provide adequate drainage to prevent water ponding 7) Gable requires continuous bottom chord bearing 8) Gable studs spaced at 2 -0 -0 oc (O ��D PR 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C' E.6-'9 eS' 10) • 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 c ' � e will fit between the bottom chord and any other members. � 11) A plate rating reduction of 20% has been applied for the green lumber members /• . • el • 9 r 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 12, 13, 11 except (jt =lb) 10 =119. d r . 13) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TP' 1 / e 0) 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss / 15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails 0 r��� AO LOAD CASE(S) Standard 9 � R 2 � MFR S .1\ . EXPIRATION DATE: 06/30/12 August 25,2010 - �T.):b c-tiv7`:.2.f1: ^@P.tiA :i:G-14 ':.:._r,'. ?.1l vS'F ?4LSK -,. 44 4 :. :i.'" ^.P1.S . 9G55 :K�Y?"fi`414 Q.1 ,rw, :._.- t : - _ - r.w. _.: 4 , ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE I4II- 7473 rep, 10 '08 BEFORE USE. { ,s �' Design valid for use only with MITek connectors this design *based only upon parameters shown, and is for an 6ndrvldual building component Applicabiily of design param enters and proper Incorporation of component is responsibility of budding designer - not truss designer Bracing shown � is for lateral support of individual web members only Additional temporary bracing to insure slabily during construction 6 the responsibility 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, erec ion and bracIn , consult ANSI /IPI1 Quality Criteria, D5B -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlormatlon available from Truss Plate Institute. 281 N Lee Slicer. Suite312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094338 B101124 CO4A GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladsamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc. Wed Aug 25 15 13 21 2010 Page 1 ID I9rRMmC4mctg6i 2CXY60wykErya9rRMmC4mctg61 _2CXY60w ?xrXDo9g78O5zbY3ykEry I t -o-0 17 -0.0 I 34-5-0 1 -0.o 17 -0.0 17-5-0 3c6 = 55514•1 663 60013 16 17 16 14 2 19 3x6 13 20 5i6 C 6 27 70.6 = 57 51 50 49 46 47 46 45 4 43 42 41 40 39 36 37 36 35 34 33 32 31 30 29 ]0.6 = 3x6 = 34-110 34-5-0 Plate Offsets (X,Y): 116.0- 3- 0,Edge), 121 3- 0,0 -3 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL In (roc) I /deb Ud PLATES GRIP TCLL 25.0 (Roof Snow =25 0) Plates Increase 1 15 TC 0.10 Vert(LL) -0.00 1 n/r 180 MT20 220/195 TCDL 10 0 Lumber Increase 1 15 BC 0 06 Vert(TL) -0.01 1 n/r 180 BCLL 0 0 • Rep Stress Incr YES WB 0.16 Horz(TL) 0 01 28 n/a n/a BCDL 5.0 Code IBC2006fTP12002 (Matrix) Wind(a) 0 00 1 n/r 90 Weight: 238 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 17 -39 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS All beanngs 34 -0-0 (lb) - Max Harz 2= 123(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 2, 40, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 29=- 117(LC 8) Max Gray All reactions 250 lb or less at joint(s) 28, 2, 40, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 29= 277(LC 3) FORCES (lb) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown. NOTES 1) Wind ASCE 7 -05; 100mph, TCDL =4 2psf, BCDL =3 Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone, cantilever left and nght exposed ; Lumber DOL =1 33 plate gnp 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) TCLL ASCE 7 -05, Pf =25.0 psf (flat roof snow), Category II, Exp B, Fully Exp , C1 =1 1 4) Unbalanced snow loads have been considered for this design 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated 7) Gable requires continuous bottom chord beanng. DO FS 8) Gable studs spaced at 1 -4 -0 oc. E� F 9) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. CSS ! NGINEF S> 10) • 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. 4y y 11) A plate rating reduction of 20% has been applied for the green lumber members. Cr' f i t 1 ' E • r 12) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at loint(s) 2, 40, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (il =lb) 29 =117. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 rapt( / y 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. CC‘ ORE • LOAD CASE(S) Standard - 44.7/ ((� .. S. EXPIRATION DATE: 06/30/12 August 25,2010 1Ci�•>r:'v ."+isii>59a�Gi7:e1Tai9C- :IiM<?`S3r•: p•i1: �; ?:u �.�s!•�:'+JGx_➢P.:'Y1_»i.'.-. �s_:.�3vIBJ�LiIQ'l'.: .�iF"931LASW2121Es ^-~ 'v . "F.Siti,%.c =KS :•.,Yi WARNING - Ver1 f y dpsgn pares n dera and READ NOTES ON THIS AND INCLUDED MITER' REF ERENCE PAGE MI! 7973 rev. 10 '08 BEFORE USE. s - F r Design valid for use only with MiTek connectors The design rs based only upon parameters shown and a for an Individual budding component Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown ' e for lateral support of Individual web members only Additional temporary bracing to insure stability during construction 0 the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding .a fabrication. quality control, storage. delivery. electron and bracing. consult ANSI /TPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information evadable from Truss P'alo Institute, 28I N lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA. 95610 Job Truss Truss Type Oly Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094337 B101124 C04 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MITek lndustnes, Inc Wed Aug 25 15 13.19 2010 Page 1 ID onkhx5AgE ?dytOrf57VexVykEs - onkhx5AgE7 dytOrf57VexVwaaJXMhmhsznUUVBykEs_ � 1.0-0 1 16-0-0 I 34-0-5 I PI -0-0 16-0-0 16-0-0 46-4 = Sub • 1 71 0 6 00 12 15 14 -'.:•' le 1] n ]6 1 1 12 IB 345J 22 IB 0 B �`_, p 21 B 1 7 D - 8 24 5 25 4 2 ■ 3 IIIIIIII � n 2B 53 52 51 50 49 48 47 48 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 356 = 258 = l 34 -0-0 I 34-0.0 Plate Offsets (X,Y) f10 0- 2- 1,Edgel,(20:0- 2- 1,Edgel 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 14 Vert(LL) -0 01 1 n/r 180 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1 15 BC 0 06 Vert(TL) -0 01 1 n/r 180 TCDL 10 0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 28 n/a n/a BCLL 0 0 • Code IBC2006/TPI2002 (Matrix) Wind(LL) 0 00 1 n/r 90 Weight: 256 lb FT = 10% BCDL 50 LUMBER BRACING TOP CHORD 2 x 4 DF No 1SiBtr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 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 10-0.0 oc bracing OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 15-40, 14 -41, 16-39 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide REACTIONS All bearings 34 -0-0 e (Ib) - Max Horz53=- 122(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 28, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 53=- 120(LC 7), 29=- 117(LC 8) Max Gray All reactions 250 lb or less at joint(s) 28, 53, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, _ 37, 36, 35, 34, 33, 32, 31, 30 except 40= 282(LC 7), 29= 277(LC 1) FORCES (Ib) - Max Comp /Max Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 11 -12 =- 31/275, 12 -13 =- 32/303, 13 -14 =- 33/337, 14 -15 =- 37/356, 15 -16 =- 37/360, 16 -17 =- 32/350, 17 -18 =- 31/325, 18 -19 =- 31/305, 19- 20= 0/286, 20-21= 21/283, 21 -22 =- 21/266 WEBS 15 -40= -274/0 NOTES 1) Wind* ASCE 7 -05; 100mph, TCDL =4 2psf; BCDL =3 Opsf; h =25f1, Cat. II, Exp B; enclosed; MWFRS (low -rise) gable end zone, cantilever left and nght 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) TCLL ASCE 7 -05, Pf =25.0 psf (flat roof snow), Category II, Exp B, Fully Exp.; Ct =1.1 PR . 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs \ ( C .1.- s non - concurrent with other live loads , \� 0Nr E F i9 X 0 2 6) All plates are 2x4 MT20 unless otherwise indicated. 9 C 7) Gable requires continuous bottom chord beanng Cr' i • .p : 1. Y w' 8) Gable studs spaced at 1 -4 -0 oc. 9) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 1 10) • 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 / el fit between the bottom chord and any other members r p j ii) A plate rating reduction of 20% has been applied for the green lumber members AT 0 % GO ` • , 12) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) 28, 41, 43, 44, 45, • F \ • � 4# - 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (jt =lb) 53 =120, 29 =117. � B '4 ? � 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 4 R S '( \ . 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard ( EXPIRATION DATE: 06/30/12 August 25,2010 - OlF v , 4 . 2 : 1 5 , a lfi7i('i1G •••��• llit '794C . -11::6 '. 4 = 'S.i0S,'.'4"°4rL-?'vP - -:: fiY 3 mai'.sBLT '_ _ '_" 'OQErSIIV' ^a= _:.5•ii,. ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev. 10'08 BEFORE USE. s m�' Design valid for use only with Mtrek connectors. This design h based only upon parameters shown, and lor individual building component Applicability of design pararnen tors and proper incorporations of component is responsiblily of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stablity 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. erect on and bracing. consult ANSI /fP11 Quality Criteda, OS13-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avalable from Truss Plate Institute. 281 N Lee Siree;. Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094336 B101124 CO3A DBL FINK 4 1 Job Reference (optional) Pro-Build Clackamas Truss, Cladramas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15.13:16 2010 Page 2 ID 0C2YJ38yx4FN0x64OyxJtykEsl- OC2YJ38yx4FN0x64OyxJtIvEWGYUJnPHpGgusykEs1 or LOAD CASE(S) Standard 1) Snow Lumber Increase =1 15, Plate Increase =l 15 Uniform Loads (plf) Vert 2- 17 = -10, 17- 18 = -50, 18- 19 = -10, 19- 20 = -50, 20- 21 = -10, 21- 22 = -50, 10- 22 = -10, 1- 6 = -70, 6- 11 = -70 Concentrated Loads (lb) Vert 19=- 275(F) 20=- 275(F) • • • • • • • s — _ . =,..moo•47,a . - - - - .4 - - esr^..,a uryi' e_ - acs = r ra eers -,, - --,s - _ • .: =Xxr,=z; asr . ;...�rn•r.s:wx-- crr•,�c MO ® WARNING - Ver rfy design parameters and READ NOTES ON THIS AND fNCL UDED 2141TP-KREFERENCE PAGE f ffI 7473 res. 10 '08 BEFORE USE t _;i q p Design valid for use only with Mick connectors This design is based only upon parameters shown, and a for an individual budding component , ; Ef • Applicability of design paramenlers and proper incorporation of component Is responsibility of building designer - not truss designer Bracing shown �l is for lateral support of individual web members only Additional temporary bracing to Insure stabirly 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 PO W.r..a Picaranw fabrication, quality control, storage, delvery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avoluble from Truss Plate Institute. 281 N Lee Street, Suite 312, Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094336 B101124 CO3A DBL FINK 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13'16 2010 Page 1 ID. OC2YJ38yx4FNOx64QjrxJtykEsl- OC2YJ38yx4FNOx640 ,rxJIIvEWGYUJnPHpGqusykEs1 1.0 -0 a -0-3 I 11 -6-2 I 17.0.0 I 22-5-14 I 27 -11.13 I 34-0-0 1s.aot 9. -o -0 6-0-3 5-5.14 5.5-14 5-5-14 5 -5 -14 6 -0.3 1 -00 Stele •1655 4.6 = 6 60012 3.4 1.' 3.4 5 7 3.6 G 7afi Q 4 6 9 2 10 I . a t b U `' 11 t� •• 16 17 16 15 19 14 20 13 21 22 12 5110 = 354 = 4x4 = 5x8 V.9 = 414 = 3.4 = 5x10 = I 7 -1.6 I 13.67 I 20.3-9 I 26 -10.10 I 340.0 t 7.1.6 8.7.1 6 -7 -1 6.7 -1 7 -1.6 Plate Offsets (X,YI' 12:0-1- 15,Edael, f6 0- 3- 0,0 -1 -81, 110.0- 1- 15,Edoel,113 0-1-8,0-2-01,115 LOADING (psf) SPACING 2 -0-0 CSI DEFL In (roc) I /deft Lid PLATES GRIP TCLL 25.0 (Roof Snow =25.0) Plates Increase 1 15 TC 0.80 Vert(LL) -0.35 13-15 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0.96 Vert(TL) -0 62 13-15 >645 180 BCLL 0 0 • Rep Stress Incr NO WB 0.55 Horz(TL) 0 15 10 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight: 169 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Bir G TOP CHORD Structural wood sheathing directly applied or 2 -9 -7 oc purlins. BOT CHORD 2 x 4 DF No 1 &Btr G BOT CHORD Rigid ceiling directly applied or 8 -2-4 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2 x 4 DF Std G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 1864/0 -5 -8 (min 0 -2 -0), 10= 1864/0 -5-8 (min 0 -2 -0) Max Horz2= 114(LC 7) Max Uplift2=- 447(LC 7), 10=- 447(LC 8) - FORCES (Ib) - Max. Comp /Max Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2- 3=- 3433/720, 3-4 =- 3278/742, 4 -5 =- 3122/761, 5-6 =- 2798/668, 6 -7 =- 2798/668, 7 -8 =- 3122/761,8 -9 =- 3278/742,9 -10 =- 3433/720 BOT CHORD 2- 16= 659/2959, 16 -17 =- 499/2612, 17 -18 =- 499/2612, 15 -18= 499/2612, 15 -19 =- 285/2005, 14 -19 =- 285/2005, 14- 20=- 285/2005, 13 -20 =- 285/2005, 13 -21 =- 415/2612, 21-22=-415/2612, 12- 22=- 415/2612, 10 -12 =- 546/2959 WEBS 3- 16=- 285/183, 5 -16 =- 157/406, 5-15 =- 682/288, 6-15 =- 312/1238, 6 -13 =- 312/1238, 7 -13 =- 682/288, 7 -12 =- 157/406, 9 -12 =- 285/183 NOTES 1) Wind ASCE 7 -05, 100mph, TCDL =4 2psf, BCDL =3 Opsf, h =25ft, Cat. II, Exp B; enclosed, MWFRS (low -rise) gable end zone, cantilever left and nght exposed ; Lumber DOL =1 33 plate gnp DOL =1 33 2) TCLL ASCE 7 -05; Pf =25 0 psf (flat roof snow), Category II; Exp B; Fully Exp ; Ct =1 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O P R OAF 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, with BCDL = S.Opsf � � E .0 7) A plate rating reduction of 20% has been applied for the green lumber members \5 0-4G/4100," 9 '2 , 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) ma „..:4)::,:,. / -y 2= 447, 10 =447 I 9) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced 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) 275 lb down and 54 lb up at C`J 15 -0 -0, and 275 lb down and 54 lb up at 19 -0 -0 on bottom chord The design /selection of such connection device(s) is the responsibility of others p , \ � 12) In the LOAD CASES) section, loads applied to the face of the Truss are noted as front (F) or back (B) 9 2 \ • ( C �RS. 1\" Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 ' MIMI ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED fIITEK REFERENCE PAGE MI! 74 73 res. 10 '08 BEFORE USE. Design valid for use only with Miitek connectors this design is based only upon parameters shown, and rs for an individual budding component ' I ' Applicability of design parom enters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown •+' -� RR6333 5 for lateral support of individud web members only Additional temporary bracing :o insure stability during construction rs the responsdbdlity of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding ,oP fabrication. quality control. storage, delivery. erection and bracing. consult ANSI/!Pit Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lano, Suite 109 5alety Information available from Truss Plate Institu,e. 281 N Lee Street, Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094335 B101124 CO3 DBL FINK 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13 15 2010 Page 2 ID w7UA5)7KAm7WOnXusHRln fykEs2- w7 UA5) 7KAm7WOnXusHRinfl)V6xEIrMG29WGMQykEs2 • LOAD CASE(S) Standard 1) Snow. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert. 17- 18 = -10, 18- 19 = -50, 19- 20 = -10, 20-21=-50, 21- 22 = -10, 22-23=-50, 10- 23 = -10, 1-2=-70, 2- 6 = -70, 6- 11 = -70 Concentrated Loads (lb) Vert 20=- 275(F) 21=- 275(F) - . ' f^;: 4C-.'_J3 :'>•,t.,r J°r " - +3^4rr. .4^- 25- ?- 'd53i:.T_„�F x: c_r. :31e.:UIRAY, ..[Fa. ' - ® WARNING - Vert& design parameters and READ NOTES ON THIS AND INCLUDED MIIFK REFERENCE PAGE MII.74 rev. 10 BEFORE USE. Design valid for use only with Mitch connectors. Ths designs based only upon parameters shown. and Is for an individual budding component 41 Applicabdity of design paramenters and proper Incorporation of component is responsibility of budding designer - not truss designer Bracing shown 6651 is for lateral support of individual web members only Additional temporary bracing to unsure stability during constructions the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding TO fabrication, quality control, storage. detuery, erection and bracing, consult ANSI /TPIl Quality Criteria, DSB.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Prate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95810 Job Truss Truss Type City Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094335 , B101124 CO3 DBL FINK 4 1 - Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 5 Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13 15 2010 Page 1 ID w'' UA5) 7KAm7WOnXusHRinfykEs2- w7UA517KAm7WOnXu5HRInfljV6xEIrMG29WGMOykEs2 11 -0 .0 1 4 -4-3 I 10.2.2 I 16.0.0 I 21 -914 I 27 -7 -13 I 34 -0.0 90.01 e .. 4.4 -3 5.9-14 5.9 -14 5-9.14 5.9 -14 8.4.3 1.90 Scats, 1 667 4.6 = 6 25 fim r 3.4 i 24 3.4 5 7 ze 3.8 L6 4 8 3v6 - 0.4 // 3 9 2y2 II 'O _ 4 [.1 [.1 f0 1f�� � d • 18 18 15 19 20 14 21 13 22 23 12 17 3.6 = 314 = 3.4 = 5,12 M7216.1 = 4.4 = 3.4 = 5110 5-6 -3 l 12.91 I 195-15 I 26913 l 34-0-0 56 -3 6.11 -14 6.11 -14 6.11.14 7-6-3 Plate Offsets (X,Y): 13 -2- 12.0 -1 -81, 16.0 -3- 0,0.1- 41,110 0- 1- 15.Edae1,113 0- 1 -8,0 -1 -121, 115 0- 1- 8.0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0 86 Vert(LL) -0 36 13-15 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0 97 Vert(TL) -0 62 13 -15 >650 180 MT2OH 165/146 TCDL 10 0 Rep Stress lncr NO WB 0 62 Horz(TL) 0 13 10 n/a n/a BCLL 0.0 Code IBC2006/TPI2002 (Matrix) Weight 180 lb FT = 10% BCDL 5 0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -6-14 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 -1 -5 oc bracing. WEBS 1 Row at midpt 3 -17 MITek recommends that Stabilizers and required cross bracing be installed dunng truss erection, In accordance with Stabilizer Installation outdo REACTIONS (lb /size) 10= 1869/0 -5-8 (min 0 -2 -0), 17= 1861/0 -5 -8 (min 0 -2 -0) - Max Harz 17=- 130(LC 8) Max Upliftl0=- 440(LC 8), 17=- 423(LC 7) FORCES (Ib) - Max. Comp /Max Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4 =- 2518/572, 4 -5 =- 2353/584, 5 -24 =- 2549/582, 6 -24 =- 2438/600, 6 -25 =- 2586/641, 7-25=-2737/634, 7-26=-3108/747, 8-26=-3109/745, 8-9=-3274/727, 9-10=-3438/703 BOT CHORD 16- 17=- 474/2109, 16 -18 =- 425/2301, 18- 19= 425/2301, 15 -19 =- 425/2301, 15 -20 =- 242!1891, 14 -20 =- 242/1891, 14 -21 =- 242/1891, 13 -21 =- 242/1891, 13- 22=- 383!2569,22 -23 =- 383/2569,12 -23 =- 383/2569,10 -12 =- 528/2960 WEBS 3-16= 0/263, 5-16 =- 278/36, 5-15 =- 415/254, 6 -15 =- 259/883, 6-13 =- 340/1408, 7- 13=- 749/304, 7 -12 =- 174/462, 9-12 =- 312/198, 3-17= 2660/480 NOTES 1) Wind: ASCE 7 -05, 100mph; TCDL =4 2psf, BCDL= 3.Opsf, h =25ft, Cat II, Exp B, enclosed, MWFRS (low -rise) gable end zone; cantilever left and right exposed , Lumber DOL =1 33 plate gnp DOL =1 33 2) TCLL ASCE 7 -05, Pf =25.0 psf (flat roof snow), Category II; Exp B; Fully Exp , Ct =1 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2 00 times flat roof load of 25.0 psf on overhangs ��p PR ,' non - concurrent with other live loads 5) All plates are MT20 plates unless otherwise indicated c ' " . , ( N � , - pp o 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads � i� 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 •C7 -y will fit between the bottom chord and any other members, with BCDL = 5.0psf C t / 6:',./': is E 1. 8) A plate rating reduction of 20% has been applied for the green lumber members. I 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at Joint(s) except Ot =lb) /- 10= 440, 17 =423 ►' / 10) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 , Cb 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss • i, . 0. ' N 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 lb down and 54 lb up at - F - „ 2 • <" 15 -0 -0, and 275 lb down and 54 lb up at 19 -0 -0 on bottom chord The design /selection of such connection device(s) is the ' C? responsibility of others ' ''R S. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) cr back (B) Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 - ® WARNING • Vertfy design parameters and READ NOTES ON THIS AND INCLUDED 1127 TER' REFERENCE PAGE 6111.74 rev. 10 '08 BEFORE USE. m 1 Design valid for use only with MT k ek connectors This design based only upon parameters shown, and k for an individual budding component " ' Cl Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �.! 6 for lateral support of indrvidud 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 .0..4 fabrication, quality control. storage. delivery. erecfon and bracing, consult ANSI/TPI1 Quality Criteria, 059.819 and BC51 Building Component 7777 Greenback Lasso, Suite 109 Safety Information available from Truss Plate Institute. 281 N Leo Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094334 B101124 CO2A DBL FINK 5 1 Job Reference (optional) Pro -Build Cladramas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 1513.14 2010 Page 2 ID SpwouN6hPS7gndyllZwTESykEs3- SpwouN6hPS7gndyilZwTESCZhrb3OPG6pVn (gzykEs3 • LOAD CASE(S) Standard 1) Snow: Lumber Increase =1 15, Plate Increase =1.15 Uniform Loads (plf) Vert. 2- 15 =10, 15- 16 = -50, 16- 17 =10, 17- 18 = -50, 18- 19 = -10, 19- 20 = -50, 9- 20 =10, 1- 6 = -70, 6 -9 = -70 Concentrated Loads (lb) Vert: 17=- 275(F) 18=- 275(F) 4 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE PII174 rev. 10 08 BEFORE USE. y; Design valid for use only with Mnek connectors Ths design h based only upon parameters shown. and h for an individual budding component '� rt[��p Applicability of design param enters and proper incorporation of component Is responsibtity of building designer - not truss designer. Bracing shown `� is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructions the responsibBity of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding POWIEN PiR fabrication. qualify 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 CENTEX - SUMMERCREEK BLD 22 ROOF R32094334 B101124 CO2A DBL FINK 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13 14 2010 Page 1 ID SpwouN6hPS7 gndyilZwTESykEs3- SpwouN6hPS7gndyilZwTESCZhib30PG6pVnlgzykEs3 11.00 I 6 -0-3 I 11.6-2 I 17-0-0 I 22.5-14 I 27 -11.13 I 34-0.0 I 1 -0-0 6 -0.3 5-5 -14 5-5-14 5-0-14 5 -5.14 6-0-3 Brat..1650 4.6 = 600 17 6 3,44 30.44 3,6G 5 21 7 4 a `' L4 \�. 2■4 # 7 8 9 _ ^ _ f �r 14 15 16 13 17 12 18 11 19 20 10 5a10 = 3,4 = 454 = 5.6 NIB = 454 = 354 = 5510 = I 7 -16 I 13-8-7 I 20.3-9 I 26 -10-10 I 34.0.0 l 7 -16 8 -7.1 6 -7 -1 6 -7 -1 7.14 Plate Offsets (X,Y). f2:0- 1- 15,Edoel, 16.0-3-0,0-1-81,19 0- 1- 15,Edge1, f11 0- 1- 8,0 -2 -01, f13 0- 1- 8,0 -2 -01 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 80 Vert(LL) -0 35 11 -13 >999 240 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1.15 BC 0 96 Vert(TL) -0 63 11 -13 >643 180 TCDL 10.0 Rep Stress Ind NO WB 0 55 Horz(TL) 0 15 9 n/a n/a BCLL 0 0 • Code IBC2006/TPI2002 (Matrix) Weight. 168 lb FT = 10% BCDL 5.0 LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 2 -9 -5 oc purlins BOT CHORD 2 x 4 DF No 18Btr G BOT CHORD Rigid ceiling directly applied or 8 -1 -8 ac bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2 x 4 DF Std G be installed during truss eredion, In accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 1866/0 -5 -8 (min 0 -2 -0), 9= 1777 /Mechanical Max Horz 2= 123(LC 7) Max Uplift2=- 447(LC 7), 9=- 390(LC 8) e FORCES (Ib) - Max. Comp /Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2- 3=- 3437/720, 3-4 =- 3281/743, 4 -5 =- 3125/761, 5-21=-2802/650, 6.21 =- 2791/668, 6-7 =- 2803/671, 7- 8=- 3295/774, 8- 9=- 34501732 BOT CHORD 2 -14= 669/2962, 14- 15=- 509/2615, 15- 16=- 509/2615, 13- 16= 509/2615, 13-17=-295/2008, 12-17=-295/2008, 12-18=-295/2008, 11-18=-295/2008, 11- 19= 426/2618, 19- 20= 426/2618, 10- 20= 426/2618, 9-10= 583/2976 WEBS 3-14=-285/183, 5-14=-157/406, 5-13=-666/288, 6-13 =- 312/1223, 6-11 =- 314/1241, 7 -11 =- 687/292, 7 -10 =- 169/421, 8-10=-291/187 NOTES 1) Wind. ASCE 7 -05, 100mph, TCDL= 4.2psf; BCDL= 3.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 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow), Category II; Exp B, Fully Exp ; Ct =1.1 3) Unbalanced snow loads have been considered for this design 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads � PR F ES 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, with BCDL = 5 Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members \� C�N I ' EFq ` r j 0 2 8) Refer to girder(s) for truss to truss connections ,R.I . 'i 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ()l =lb) C t . / i : • e • r 2=447, This st r truss 10) Tis tus is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 12) Hanger(s) or other connection device(s) shall be provided suffiaent to support concentrated load(s) 275 lb down and 54 lb up at - M p °T \ • � 15 -0 -0, and 275 lb down and 54 lb up at 19 -0 -0 on bottom chord The design /selection of such connection device(s) is the responsibility of others .� . 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) 9� 2 � � MF S . "C \N • Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 - 4 i ® WARNING • Versfy design parameters and READ NOTES ON THIS AND INCLUDED 511TEK REFERENCE PAGE MU 7473 res. fO '08 BEFORE USG 41 J Design yard for use only with Mitch connectors This design h based only upon parameters shown, and 6 for on ndvidual building component r ; Applicability of design param enters and proper incorporation of component is responsibility of buiderg designer - not truss designer Bracing shown n for lateral support of individual web members only Additional temporary bracing to insure sfabiity during construction 6 the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer Fcr general guidance regarding COWEN TO • fabrication. quality control. storage, delivery, erection and bracing. consult ANSI /WP11 Quality Criteria, D5B -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from 11uss Plate Institute. 281 It Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95810 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094333 B101124 CO2 DBL FINK 5 1 Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 15 13 13 2010 Page 2 ID _ dM(1g163e9tp9TNVksPEhEykEs4-_ dMQg163e9tp9TNVksPEhEgNyJFpHxszbrl9HXykEs4 • LOAD CASE(S) Standard 1) Snow: Lumber Increase =l 15, Plate Increase =1.15 Uniform Loads (plf) Vert 16- 17 = -10, 17- 18=- 50,18 -19 =- 10,19- 20 = -50, 20- 21 = -10, 21- 22 = -50, 10- 22 = -10, 1-2=-70, 2- 6 = -70, 6- 10 = -70 Concentrated Loads (lb) Veil 19=- 275(F) 20=- 275(F) • � r WARNING Verify design parameters and READ NOTES ON 97115 AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rep. 10 '08 BEFORE USE.3 Design valid for use only with MiTek connectors The design is based only upon parameters shown. and is for an Individual building component "°-" ;71 Applicablity of design paramenters and proper Incorporation of component is respansiblity of budding designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction k the responsdbility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POONA TO ..+ fabrication, quality control. storage. delivery, erection and bracing, consult ANSI /1911 Quality Crlloda, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avoluble from Truss Prate Institute, 281 N Lee Street. Surte 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094333 _. 6101124 CO2 DBL FINK 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 Mi Tek Industnes, Inc Wed Aug 25 15:1312 2010 Page 1 ID VC) p2Th5RtrlyXKoJB9t9 91ykEs5- VQp2Th5RtrIyXKoJB9t '/917CCwaYUcgMBIdSykEs5 1 1 -0-0 4A -3 I 102.2 I 16-0.0 I 21 -014 I 27.7.13 I 34 -0.0 I 9 -0 -0 4-4-3 5.9.14 5-6 -14 5 -9 -14 5 -9.14 6-4.3 Scent • 1 662 4.6 = 600 12 6 24 12 314 4 3x6 L 23 h4. 7 316 4 5 6 3x6 1 2x4 8 3 9 2.4 11 Y ali,„, , r 2 %7 0 :.___..,__._...,_th:.._...._._.......___,_......_..__....„. , ,..,..: 16 18 15 17 14 19 13 20 12 2 22 ii hB = 3x4 = 384 = 5812 M72011 = 484 = 3.4 = 5.10 I 5-8-3 I 12.8-1 I 19 -5-15 I 26-013 I 34-0.0 I 56 -3 6 -11.14 8 -11.14 6.11.14 7 - 6 - 3 Plate Offsets (X,Y). 13 0-2- 12,0 -1 -81,16 0 -3-0,0 -1-41, 110:0- 1- 15,Edgel, 112:0- 1 -8,0 -1 -121, 114 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) I /deb Lid PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0 87 Vert(LL) -0 36 12 -14 >999 240 MT20 220/195 (Roof Snow 25 0) Lumber Increase 1.15 BC 0 96 Vert(TL) -0 62 12 -14 >648 180 MT2OH 165/146 TCDL 10 0 Rep Stress Incr NO WB 0.62 Harz(TL) 0 13 10 n/a n/a BCLL 0 0 Code IBC2006/TPI2002 (Matrix) Weight 178 lb FT = 10% BCDL 5 0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -6-11 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 8 -8-13 oc bracing WEBS 1 Row at midpt 3-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb /size) 10= 1781/Mechanical, 16=1862/0-5-8 (min 0-2 -0) • Max Horz 16=- 106(LC 8) Max Upliftl0=- 384(LC 8), 16=- 423(LC 7) • FORCES (lb) - Max. Comp /Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 3-4=-2521/582, 4-5=-2337/584, 5-23 =- 2552/583, 6-23 =- 2441/600, 6- 24=- 2590/644, 7-24=-2741/637, 7- 8= 31061759, 8 -9 =- 3290/757, 9 -10 =- 3453/715 BOT CHORD 15 -16 =- 484/2111, 15 -17 =- 435/2303, 17 -18 =- 435/2303, 14 -18 =- 435/2303, 14- 19=- 252/1893, 13 -19 =- 252/1893, 13- 20=- 252/1893, 12- 20=- 252/1893, 12 -21 =- 394 /2575,21 -22 =- 394 / 2575,11 -22 =- 394/2575,10 -11 =- 564/2976 WEBS 3-15= 0/263, 5 -15 =- 279/36, 5 -14 =- 406/253, 6-14=-259/874, 6 -12 =- 342/1410, 7- 12=- 753/307, 7 -11 =- 185/477, 9 -11 =- 318/202, 3-16=-2663/481 NOTES 1) Wind' ASCE 7 -05; 100mph, TCDL =4 2pst BCDL =3 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 2) TCLL• ASCE 7 -05; Pf =25 0 psf (flat roof snow); Category II, Exp B, Fully Exp , Ct =1.1 3) Unbalanced snow loads have been considered for this design 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs ��D P R OFF non - concurrent with other live loads 5) All plates are MT20 plates unless otherwise indicated Co . G(N ` 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads c \ j / ' / 9 02 k 9 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 r / will fit between the bottom chord and any other members, with BCDL = 5 Opsf Cr 1 . r , ' • r 8) A plate rating reduction of 20% has been applied for the green lumber members. . 9) Refer to girder(s) for truss to truss connections 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (/t =lb) — = 10= 384,16 =423 11) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 � " 8 s 12) "Fix heels only Member end fixity model was used in the analysis and design of this truss • ' ', 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 lb down and 54 lb up at 9 �A _ M ' ! `�� 15 -0 -0, and 275 lb down and 54 lb up at 19 -0 -0 on bottom chord The design /selection of such connection device(s) is the FR s . ` responsibility of others 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 A ma ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT -7473 rap. 10 '08 BEFORE USE. p Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component ME Applicability of design porornenlers and proper incorporation of component Is responsibiily of budding designer - not truss designer Bracing shown rs for lateral support of individual web members only Additional temporary bracing to insure slabdiiy during construction is the responsibility of the MiTek* erector Additional permanent bracing of the ovetall structure is the responsibility of the budding designer For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSI /TPII Quality Criteria. 056 -89 and SCSI Building Component 7777 Greenback Lano, Suite 109 Salary information avaiablo from Truss Plate institute. 281 N Leo Street. Suite 312, Alexandria. VA 22314 Citrus Heights, CA. 95610 Job Truss Truss Type (Ty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094332 . 6101124 COLA GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 1513 11 2010 Page 1 ID 1EFfGM4p6Xd5wAE7dRMmrpykEs6- 1EFtGM4p6Xd5wAE7dRMmcpaDMVoSp8eg7XY3DeykEs6 )t-0 0 17 -4.0 I 34.0.0 I • t -4.o 17. 17 -4.0 3x6 = Scab .1 68 3 600 12 16 17 15 16 "2' 19 3x6 4 13 A 5 x60 12 "0 21 ez 22 6 2 3 i lid 24 25 7 6 26 5 - IIIIIII 34.6 = 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 38 35 34 33 32 31 30 29 Lis = 3x6 = I 34 -4.0 34 -0-0 Plate Offsets (X,Y) 116 3- 0,Edael, [21:0- 3- 0,0 -3 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) I /deft Lid PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0.10 Vert(LL) -0 00 1 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.06 Vert(TL) -0 01 1 n/r 180 TCDL 10.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0 01 28 n/a n/a BCLL 0 0 • Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 1 n/r 90 Weight: 238 lb FT = 10% BCDL 5.0 LUMBER BRACING TOP CHORD 2 x 4 DF No 1 &Btr G . TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing OTHERS 2 x 4 DF Std G WEBS 1 Row at mldpt 17 -39 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide. REACTIONS All beanngs 34 -0-0 (Ib) - Max Horz 2= 123(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 2, 40, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 29=- 117(LC 8) Max Gray All reactions 250 lb or less at joint(s) 28, 2, 40, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 29= 277(LC 3) 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= 3.Opsf; h =25ft, Cat. II; Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and right exposed , Lumber DOL =1 33 plate gnp 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) TCLL ASCE 7 -05, Pf =25.0 psf (flat roof snow), Category II, Exp B; Fully Exp ; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18 0 psf or 2.00 times flat roof load of 25 0 psf on overhangs i non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing 8) Gable studs spaced at 1-4-0 oc. ��ED PR(4 5 9) This Truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads � . L EF 1� 10) • 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 � 9 � 2 will fit between the bottom chord and any other members . -9 11) A plate rating reduction of 20% has been applied for the green lumber members C Z' / i : • ! • l 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 40, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 38, 37, 36, 35, 34, 33, 32, 31, 30 except ()t =lb) 29 =117 13) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 f/ - � - 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. � LOAD CASE(S) Standard 9 �.• 2\ 41 tR S. EXPIRATION DATE: 06/30/12 • August 25,2010 411 � ..: ',.;_, ,W1riVA..M1112,• r.. ,-r . _ n .4, : s. -;, ,L 747 . M„•'. , .z ZZ 0111:585•1allrr:lN;=.. -- _-' ....� x.' - , M,..:, - „- 1 - =1v ® WARNING Verify design parameters and READ NOTES ON 771IS AND INCLUDED 1111TEIf REFERENCE PAGE bf71-7473 rev. 10 '08 BEFORE USE. Li { ^ I. Design valid for use only with W ek connectors This design 6 based only upon parameters shown, and is for an individual budding component Applicability of design paramenfers and proper incorporation of component is responsibd.ty of budding designer - not truss designer. Bracing show v is for lateral support of individual web members only Additional temporary bracing to insure stablily during construction 6 the responsibfhty of she MiTek' erector Additional permanent bracing or she overall structure is the responsibility of the budding designer For general guidance r egarding POWER .., 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 evadable from Truss Plate Institute. 281 N lee Street. Suite 312. Alexandria, VA 22314 Citrus Heights. CA. 95810 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF ' R32094331 B101124 CO1 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015-1129 7 240 s Jun 18 2010 MiTek Industnes, Inc. Wed Aug 25 15 13 08 2010 Page 1 ID dfadK2xpcEVVIVYyJp3_BykEs9-df2XdK2xpcEW3IVYyJp3_ByicInn cnzERaKOcKykEs9 - I -8--s re-a0 1 34.0-0 I • -0-o 1e-00 18-0-0 444 = Scale • 1 71 0 600 ITF 15 � 10 0 g i1 E i a i ii Ii II iji a IjIs h , - - , .- --, - - .1 qq 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 33 37 36 35 34 33 32 31 30 29 356 3.6 = I 34-0.0 34.0.0 Plate Offsets (X,Y) 110 2- 1,Edoel. (20 0- 2- 1,Edael LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0 01 1 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1 15 BC 0.06 Vert(TL) -0 01 1 n/r 180 TCDL 10 0 Rep Stress Incr YES WB 0.15 Horz(TL) 0 01 28 n/a n/a BCLL 0 0 • Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 1 n/r 90 Weight 256 lb FT = 10% BCDL 5 0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puffins, 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 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 15-40, 14 -41, 16-39 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide. REACTIONS All beanngs 34-0-0. (lb) - Max Horz 53=- 122(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 28, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 53=- 120(LC 7), 29=- 117(LC 8) Max Gray All reactions 250 lb or less at joint(s) 28, 53, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, :� 37, 36, 35, 34, 33, 32, 31, 30 except 40= 282(LC 7), 29= 277(LC 1) FORCES (Ib) - Max Comp /Max. Ten - All forces 250 (Ib) or less except when shown TOP CHORD 11 -12 =- 31/275, 12 -13 =- 32/303, 13 -14 =- 33/337, 14 -15 =- 37/356, 15 -16 =- 37/360, 16- 17=- 32/350, 17 -18 =- 31/325, 18- 19=- 31/305, 19- 20= 0/286, 20- 21=- 21/283, 21 -22 =- 21/266 WEBS 15 -40= -274/0 NOTES 1) Wind ASCE 7 -05, 100mph, TCDL =4 2psf, BCDL= 3.0psf, h =25ft; Cat II, Exp B, enclosed, MWFRS (low -rise) gable end zone; cantilever left and nght exposed ; Lumber DOL =1.33 plate gnp DOL =1.33 2) Truss designed for wind loads in the plane of the truss only For studs exposed 10 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) TCLL ASCE 7 -05, Pf =25 0 psf (flat roof snow), Category II, Exp B; Fully Exp , Ct =1 1 �� P R QF F S 4) Unbalanced snow loads have been considered for this design 5) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs '< S non - concurrent with other live loads � � � N GINE ; 9 / 6) All plates are 2x4 MT20 unless otherwise indicated , co V -y 7) Gable requires continuous bottom chord bearing 1.5, r 8) Gable studs spaced at 1 -4 -0 oc /"... 9) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 10) • 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. • 0) will 11) A plate rating reduction of 20% has been applied for the green lumber members -o OR %O , n cD 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 28, 41, 43, 44, 45, T ' '- '� • < 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (jt =lb) 53 =120, 29 =117 � _\('j 13) Th truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. v / F R S.1.% 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ( EXPIRATION DATE: 06/30/12 August 25,2010 a•15V_ L3• ..o - LL.S. - --a- "IYZ>H.,.n, �. -_a._ -:-Mil•5ZIEIL Gtlr1 -:2FE; .:�r1_, .nz A WARNING- Verrfy design par•anreters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1417473 rev. 10 '08 BEFORE USE. 8- 4 �' Design valid for use only with MiTek connectors This design design based only upon parameters shown. and k for an individual building component -' Applicability of design par amentors and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown ' is for lateral support of individual web members on'y Additional temporary bracing to insure stability during constructions the responsibiiiily of the MiTek. erector Additional permanent bracing of the ove•all 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, 056 -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 Heig11L9, CA, 95810 Job Truss Truss Type Qty Ply CENTER( - SUMMERCREEK BLD 22 ROOF R32094330 - 8101124 803A GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladsamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13 06 2010 Page 2 ID:hGRmCe0gl? opPL9qunbvmykEsB4 ,GRmCe0gl7_opPL9qunbvmtG?U r8u_x_GrIYRykEsB 4 NOTES 8) Gable studs spaced at 1-4 -0 oc. 9) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 10) • 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 11) A plate rating reduction of 20% has been applied for the green lumber members 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except (jt=lb) 2 =1882, 50 =133, 26 =1885, 28 =133. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 14) This truss has been designed for a total drag load of 200 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 200.0 plf 15) "Fix heels only Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard • *saaVf.cn:.rss,.11-FT'!": ti*+rrr�m�tne` ,_ . s.- . .�.. •."Fig- , i 5 Ty . .. � :mL!WZ,: .ssz :�.:r. :rarer!- - ��ac a_ - v coo ® WARNING - Vert fU design parameters and READ NOTES ON 771IS AND INCLUDED MUSK REFERENCE PAGE MU 7473 rev. 10 '08 BEFORR USE. q Design valid for use only with M7ek connectors This designs based only upon parameters shown, and Is for on individual building component , Applicability of design paromenters and proper incorporation of component is responsibiity of budding designer - not truss designer Bracing shown s for lateral support of Individual web members only Additional temporary bracing to insure stubdity during construction rs the responsibility of the Mi ek' 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 /IPII Quality Criteria, 0SB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria VA 22314. Citrus Heights, CA. 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094330 B101124 BO3A GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clad<amas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15.13 05 2010 Page 1 ID D4uO l? 2XhsxCFmzGAFMNYykEsC- D4u0? I72XhsxCFmzGAFMNYK5F4ecPSkolc5k7 ?ykEsC 1 0 - 18-0-0 1 36-0.0 17.0-0 • e ) 1 - . 8- 0 18-0.0 16"0-0 1.0-0 64414 .1697 5.6 = 600 17 14 ffffl 16 5.6 0 y 19 let - 2f - 6 22 5 - 73 24 • 2 3 I u 76 311 /' _ ==-= 1 11 1 111 1 1 1 11111 � \ nq. 5.12 = 50 49 48 47 46 45 44 43 42 n 40 39 38 37 36 35 34 33 32 n 30 29 26 5.12 i 36 38-0-0 Plate Offsets (X,Y): 12 0- 2- 2,Edge1, 19 0-3-0,0-3-01. f19 0- 3- 0,0 -3 -01, f26 0- 2- 2,Edoel. 139 0- 3- 0,0 -3 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25 0 (Roof Snow =25 0) Plates Increase 1.15 TC 0.53 Vert(LL) 0 00 27 n/r 180 MT20 220/195 TCDL 10 0 Lumber Increase 1 15 BC 0.47 Vert(TL) 0 01 27 n/r 180 BCLL 0.0 Rep Stress Ina NO WB 0 12 Horz(TL) 0 04 38 n/a n/a BCDL 5 0 Code IBC20061TP12002 (Matrix) Wind(LL) 0.00 27 n/r 90 Weight 266 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -2 -13 oc purlins BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 3 -6-8 oc bracing. OTHERS 2 x 4 DF Std G 'Except' WEBS 1 Row at midpt 14 -39, 13-40, 15 -38 MiTek recommends that Stabilizers and required cross bracing 14- 39, 13- 40,12 - 41,11- 42,10 - 43,15 - 38,16- 37,17- 36,18 -35: 2 x 4 DF No.18Btr G be installed dunng truss erection, in accordance with Stabilizer WEDGE Installation guide Left: 2 X 6 SYP No.2, Right 2 X 6 SYP No 2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS All bearings 36 -0 -0. LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ib) - Max Horz2=- 120(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 lb or less at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 2=- 1882(LC 18), 50=- 133(LC 23), 26=-1885(LC 25),28=- 133(LC 24) Max Gray All reactions 250 lb or less at joint(s) 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 2= 2043(LC 15), 500287(LC 12), 26= 2043(LC 16), 28= 287(LC 13) FORCES (Ib) - Max Comp /Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 2- 3=- 4203/4077, 3 -4 =- 3378/3331, 4 -5 =- 3059/3039, 5-6 =- 2737/2759, 6-7 =- 2422/2481, 7 -8 =- 2116/2203, 8- 9=- 1815/1921, 9 -10 =- 1511/1639, 10 -11 =- 1232/1366, 11-12=-935/1089, 12 -13 =- 638/814, 13 -14 =- 345/502, 14 -15 =- 345/498, 15-16=-638/801, 16 -17 =- 9351 1067, 17 -18 =- 1232 / 1336, 18 -19 =- 1511/1600,19 -20 =- 1815/1874, 20 -21 =- 2116/2153, 21 -22 =- 2413/2430, 22 -23 =- 2712/2708, 23 -24 =- 3009/2995, 24-25=-3327/3287, 25-26=-4152/4032 BOT CHORD 2- 50=- 3571/3749, 49 -50 =- 2927/3055, 48- 49=- 2633/2815, 47- 48=- 2393/2549, 46- 47=- 2127/2282, 45 -46 =- 1860/2015, 44- 45=- 1593/1749, 43 -44 =- 1326/1482, 42 -43 =- 1059/1215, 41 -42 =- 793/948, 40- 41=- 526/682, 39 -40 =- 259/415, 38 -39 =- 259/415, � PR OFF 37- 38=- 526/682, 36 -37 =- 793/948, 35- 36=- 1059/1215, 34 -35= 1326/1482, ��G S' 29- 30=- 2633/2815, 28- 29=- 2927/3055, 26-28=-3550/3749 30 -31 =- 2393/2549, , . \ ON F E ,9 `s p 2 NOTES 1) Wind. ASCE 7 -05; 100mph, TCDL =4 2psf, BCDL= 3.Opsf; h =2Sft, Cat II, Exp B, enclosed, MWFRS (low -rise) gable end zone, -/ / cantilever left and right exposed , Lumber DOL =1 33 plate gnp 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 ir / 03 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002 -.0 • - o , C 3) TCLL• ASCE 7 -05, Pf =25 0 psf (flat roof snow), Category II, Exp B; Fully Exp , Ct =1.1 ,O 9 .- / N 4) Unbalanced snow loads have been considered for this design 7f � R 2\ (!i 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2 00 times flat roof load of 25.0 psf on overhangs 1' /F q s. IN _ non - concurrent with other live loads 6) All plates are 2x4 MT20 unless otherwise indicated 7) Gable requires continuous bottom chord bearing. Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25 i7.`n: ' zfg 3"3 - .I'TE' INZQfEILICX1f. .'f NJIEAS.wT$Y31112:- 'Y !3n. .,=..I'Yi ® WARNING• Verify design parameters and READ NOTES ON TH MITER' IS AND INCLUDED MITER' PAGE 1171-7473 res. 10 '08 BEFORE USE. Design valid for use only with Milek connectors This design b based only upon parameters shown, and s for an dividuot budding component r. ; a ���lqq11 n 7 ' fiy Applicability of design paramenters and proper incorporation of component is responsiblity of building designer - not truss designer Bracing shown Wf 6 for lateral support of individual web members only Additional temporary bracing to insure stability during construction n the responsibdlrty of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regordng ..,, fabrication, quality control, storage. delivery. erect on and bracing. consult ANSI /fPll qualify Criteria, 006.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informallon available from Truss Plate Institute. 281 ft Lee Street. Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094329 8101124 B03 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 1512 59 2010. Page 2 ID OwW7kFxHxr6oTKJpww9y7HykEsl- OwW7kFxHxr6oTKJpww9y7HSO1 fUT7YgvNgeQoLykEsl $ NOTES 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) TCLL: ASCE 7 -05, Pf =25.0 psf (fiat roof snow), Category II; Exp B, Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times fiat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 2x4 MT20 unless otherwise indicated 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1 -4 -0 oc 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 11) ' 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 12) A plate rating reduction of 20% has been applied for the green lumber members 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 41, 40, 39, 38, 37, 36, 35, 34, 33 except (tt =Ib) 58 =127, 45 =3080, 46 =231, 47 =164, 43 =237, 42 =160, 32 =179, 30 =3784. 14) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 15) This truss has been designed for a total drag load of 200 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 200 0 plf. 16) "Fix heels only Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard r�r <= -.. , � �a tr sr �+u cwxa sra. 3r �emT ,,,, -.- : -z mac •,�ss®cim�� u-. a��. _ a cse� �+ ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE MTh 7473 rev. 10 '08 BEFORE USE. Design valid for use only with MiTek connectors This designs based only upon parameters shown, and s for an indvidual building component Applicabiity of design commenters and proper incorpora of component is responsibility of budding designer - not truss designer Bracing shown :1 EI s for lateral support of individual web members only Additional temporary bracing to insure stability during constructions the responsibility 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 BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information avaiable from Truss Plate institute, 281 N Lee Street. Suite 312, Alexandria, VA 22314 Citrus Heights CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094329 _ B101124 B03 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 15 58 2010 Page 1 ID wkylXvwfAY xsAkdMCdla4ykEsJ- wkylXvwf AY_ xsAkdMCdla4YrHG8EG5Qm80vtFvykEsJ 10 - 17.0.0 l 38-0.0 7 -0.9 S -0. 17 -0.0 1460 i -0.o 8a8 /i Sub • 1 76 1 800 f3 16 15 ,I,,6,,17 14 Sa60 13 9 7 11 � x 4 t 2 '' ! '' � - q 56 57 58 55 54 53 52 51 50 49 48 47 48 45 44 42 41 40 39 38 37 38 35 34 33 32 Baa = 545 = 5,13 WB = 446 II 36-0.0 3 &60 Plate Offsets (X,Y) 111.0-3-0,0-3-41. 116 0-2- 12,Edgel, 130 9,0-0 -111, 130 0- 1- 8,Edgel, [45:0 -3- 4.0-2 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 77 Vert(LL) -0 00 30 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.90 Vert(TL) -0 00 30 n/r 180 MT2OH 165/146 TCDL 10 0 Rep Stress Ina NO W8 0.86 Horz(TL) 0.17 30 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 (Matrix) Wind(LL) 0 00 30 n/r 90 Weight. 287 lb FT = 10% BCDL 5 0 LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 2 -5-12 oc purlins, except 1- 11,22 -31. 2 X 4 DF 2400F 1.7E end verticals. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 2 -3-15 oc bracing WEBS 2 x 4 DF Std G WEBS 1 Row at mrdpt 15-46, 14 -47, 17-43, 18-42 OTHERS 2 x 4 DF Std G *Except* 2 Rows at 1/3 pts 16-45 16-45: 2 x 4 DF No 1&Btr G WEDGE Right 2 X 8 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 36-0-0 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. (Ib) - Max Horz 58=- 152(LC 8) Max Uplift All uplift 100 lb or less at pint(s) 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 41, 40, 39, 38, 37, 36, 35, 34, 33 except 58=- 127(LC 23), 45=- 3080(LC 12), 46=- 231(LC 22), 47=- 164(LC 23), 43=- 237(LC 24), 42=- 160(LC 25), 32=- 179(LC 24), 30=-3784(LC 23) Max Gray All reactions 250 lb or less at Joint(s) 58, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 41, 40, 39, 38, 37, 36, 35, 34, 33 except 45= 3475(LC 23), 46= 374(LC 15), 47= 272(LC 14), 43= 369(LC 17), 42= 268(LC 16), 32= 315(LC 13), 30= 3876(LC 12) FORCES (Ib) - Max. Comp IMax Ten - All forces 250 (Ib) or less except when shown TOP CHORD 3-4 =- 477/556, 4 -5 =- 777/885, 5- 6=- 1075/1211, 6-7 =- 1373/1538, 7 -8 =- 1671/1864, 8- 9=- 1969/2191, 9- 10=- 2268/2518, 10.11 =- 2428/2693, 11 -12 =- 2566/2844, 12- 13=- 2862/3169, 13- 14=- 3161/3496, 14 -15 =- 3507/3876, 15 -16 =- 3688/4072, 16 -17 =- 4059/4400, 17 -18 =- 4445/4778, 18 -19 =- 4694/5003, 19 -20 =- 4991/5281, 20 -21 =- 5281/5561, 21- 22=- 5385/5576, 22- 23=- 5579/5840, 23- 24=- 5876/6118, 7518, 29- 30=- 8177/8125 26 -27 =- 6794/6953, 27- 28=- 7109!7200, '<., ) QF' 28- 29=- 7425/ lss� BOT CHORD 57 -58 =- 260/323, 56- 57=- 526/590, 55 -56 =- 793/857, 54- 55=- 1060/1123, G J N o 53 -54 =- 1326/1390, 52 -53 =- 1593/1657, 51 -52 =- 1860/1923, 50 -51 =- 2126/2190, ,� �' 2 49- 50=- 2393/2457, 48- 49=- 2660/2723, 47 -48 =- 2926/2990, 46 -47 =- 3193/3257, ,• ,4• .: r 45 -46 =- 3460/3523, 44 -45 =- 3593/3657, 43 -44 =- 3726/3790, 42 -43 =- 3993/4057, - Id 41 -42 =- 4260/4323, 40- 41=- 4526/4590, 39 -40 =- 4793/4857, 38- 39=- 5060/5123, 37 -38 =- 5326/5390, 36- 37=- 5593/5657, 35- 36=- 5860/5923, 34 -35 =- 6126/6190, 33-34=-6366/6457, 32-33=-6660/6723, 30-32=-7258/7323 r �M WEBS 16 -45 =- 3467/3094, 15 -46 =- 361/239, 14 -47 =- 258/172, 17 -43= 355/245, 18 -42 =- 255/168, . • ' -� I' ( 29- 32=- 261/178 AO / / 1\J --L '9 8� ... 2 <Ci NOTES /iir- R s ` \NC" I) Wind' ASCE 7 -05, 100mph; TCDL =4 2psf, BCDL =3 Opsf; h =25ft, Cat II, Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and nght exposed , Lumber DOL =1 33 plate grip DOL =1 33 Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 - WARNING Vey design parameters and READ NO7ES ON THIS AND INCLUDED MASK REFERENCE PAGE MII -7473 rev. 10 '08 BEFORE USE. t21 ';',1 i • Design valid for use only with MiTek connectors Ths design's based only upon parameters shown, and is for an individual budding component 7 7 - Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown s for lateral support of Individual web members on`y. Additional temporary bracing to insure stability cluing constructions the responsbdhly of the MiTek' erector erector Additional permanent bracing of the overall structure is the responsibility of the buiding designer For general guidance regarding ,a , fabrication, quality control, stog. deinery, ectiog. onsult ASI /IPll Qity Crter Safety Inlormallon uvadable Ire e Truss Plate institute. 281 and N braco lee $tree Suite 312. N Alexandria. ual VA 223i14ia, 000.09 and BCSI Building Component 7777 Greenback lane, Suite 109 . Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094328 B101124 BO2A DBL FINK 7 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 1512 51 2010 Page 2 ID d0153WrGg05wW51HSE73obykEsQ- d0153WrGg05wW5rHSE73oblbuRo47 6kX(117WpykEsQ LOAD CASE(S) Standard 1) Snow Lumber Inkrease =l 15, Plate Ina-ease =1.15 Uniform Loads (plf) Vert 2- 17 = -10, 17-18=-50, 18- 19 = -10, 19- 20 = -50, 20- 21 = -10, 21- 22 = -50, 10- 22 = -10, 1- 6 = -70, 6- 11 = -70 Concentrated Loads (lb) Vert. 19=- 275(F) 20=- 275(F) • 4 _ 4 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MIIEK REFERENCE PAGE 1411.7473 res. 10 '08 BEFORE USE. Design valid for use only with M7ek connectors this design is based only upon parameters shown, and a for an individual building component Applicability of design parem 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 stablity during construction is the responsibility of the MiTek, erector Additional permanent bracing cf the overall structure is the responsibility of the building designer For general guidance regarding POW.. .o fabrication, quality control. storage, delivery. erection and bracing, consult ANSI /IP11 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information evadable from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Oly Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094328 _ B101124 BO2A DBL. FINK 7 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15 12 51 2010 Page 1 ID d0153WrGg05wW51HSE73obykEsa- d0153WrGg05wW51HSE73oblbuRo47 6kXOl'7WpykEsQ 1 -0.0 6.4.4 I 12 -2.2 l 18-0-0 I 29914 I 297 -12 I 390-07 -0-0 f -60 6 -4-0 5 -9 -14 5-914 5-914 5-9-14 6 -0-0 1 -0.0 Seek. 1 69 2 576 = 600 IT 6 3744 376 e-- 374 5 7 376 4 6 4 .1 � 9 g 274 \\ h477 3 9 2 10 d ' ' 16 17 16 15 16 14 20 13 21 22 12 4,12 = 374 = 454 = 5.12 M120,1 = 474 = 354 = 4,12 7.6 -4 I 14 -6-1 l 21.5-15 l 26 -5.12 I 38-90 I 7 -8.4 6 -11 -14 6 -11 -14 6 -11 -14 7-6-4 Plate Offsets (X,Y). 12 0- 0- 10,Edee1, f10:0- 0- 10,Edge1, 113 0.1- 12,0 -1- 121,115 0- 1- 12,0 -1 -121 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0 97 Vert(LL) -0.43 13-15 >989 240 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1 15 BC 0.75 Vert(TL) -0.76 13-15 >558 180 MT2OH 165/146 TCDL 10.0 Rep Stress Incr NO WB 0 58 Horz(TL) 0 17 10 n/a n/a BCLL 0 0 Code IBC2006/TPI2002 (Matrix) Weight: 178 lb FT = 10% BCDL 5 0 LUMBER BRACING TOP CHORD 2 x 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 DF 2400F 1 7E BOT CHORD Rigid ceiling directly applied or 9 -1 -8 oc bracing WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 1960/0 -5 -8 (min 0 -2 -1), 10=1960/0-5-8 (min. 0-2-1) Max Horz2= 120(LC 7) Max Uplift2=- 467(LC 7), 10=- 467(LC 8) FORCES (Ib) - Max. Comp /Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3 =- 3633/760, 3-4=-3469/800, 4-5=-3303/803, 5 -6 =- 2944/702, 6-7 =- 2944/702, 7-8=-3303/804, 8-9=-3469/801, 9-10=-3633/760 BOT CHORD 2- 16=- 697/3133, 16- 17=- 525/2752, 17- 18=- 525/2752, 15-18=-525/2752, 15 -19 =- 298/2109, 14- 19=- 298/2109, 14 -20 =- 298/2109, 13 -20 =- 298/2109, 13 -21 =- 435/2752, 21 -22 =- 435/2752, 12 -22 =- 435/2752, 10- 12=- 578/3133 WEBS 3 -16 =- 309/195, 5-16=-170/449, 5 -15 =- 734/306, 6 -15 =- 328/1306, 6 -13 =- 328/1306, 7- 13=- 734/306, 7 -12 =- 170/449, 9-12=-309/196 NOTES 1) Wind: ASCE 7 -05, 100mph; TCDL =4 2psf; BCDL =3 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 2) TCLL ASCE 7 -05, Pf =25.0 psf (flat roof snow); Category 11, Exp B, Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads 5) All plates are MT20 plates unless otherwise indicated �� p P R OFF 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 Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide c j (L F t N r,$' > will fit between the bottom chord and any other members, with BCDL = 5 Opsf \ 9 8) A plate rating reduction of 20% has been applied for the green lumber members. ,co. CI 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) except (It =lb) / 6 y' 7. ' E 9 r , 2 = 10 =467 / 10) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 /- 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 lb down and 54 lb up at - 16 -0 -0, and 275 lb down and 54 lb up at 20 -0 -0 on bottom chord The design /selection of such connection device(s) is the • 0 O ' �. A ' responsibility of others O T 6' , 2.1 . 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) 17 - au M - C \N - R S . Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 iL7.Y ''7.77 :ZGf/5111.611,1iC .... 7S.7351M29MgP_'iTA ® WARNING Verify design parameters and READ MO ON THIS AND INCLUDED MITER REFERENCE PAGE MII 7473 ± rev. I0 '08 BEFORE USE. _, G�71 Design valid for use only with Mdek connectors Ths design k based only upon parameters shown, and is for an ndtvidual balding component ;1. 1 t' Applicablily of design paramenlers and proper incorporation of component is responsib?ily of balding designer - not truss designer Bracing shown 666!!! o for lateral support of individual web members only Additional temporary bracing to Insure stobbily during construction 6 the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the bolding designer For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing, consult ANSI /IPIl quality Criteria, 059.89 and SCSI Building Component 7777 Greenback Lana, Suite 109 Safely information evadable from Truss Plate Institute, 281 N Lee Street, Suite312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094327 - B101124 B02 DBL FINK 7 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 5 Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 15 12 49 2010 Page 2 ID h7wLegpOlnrDHnYuKpzbjAykEsS- h9 wLegp0lnrDHnYuKpzbjAgJGd7Mg38R36DuRwykEsS r LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1 15 Uniform Loads (plf) Vert. 17- 18 = -10, 18- 19 = -50, 19- 20 = -10, 20- 21 = -50, 21- 22 = -10, 22- 23 = -50, 10- 23 = -10, 1-2=-70, 2- 6 = -70, 6- 11 = -70 Concentrated Loads (lb) Vert 20=- 275(F) 21=- 275(F) WARNING - Venffy design paramctcra and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10 -'08 BEFORE USE. a :c � Design valid for use only with MTek connectors. This design based only upon parameters shown. and a for an individual budding component. "� ^ [i 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 stabdily during construction s the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding 0 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /IPI1 Quality Criteria, D00.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Role Institute. 281 N Lee Street, Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094327 8101124 B02 DBL FINK 7 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 15 12 49 2010 Page 1 ID h'> wLeepOlnrDHnYuKpzbjAykEsS- h? wLegpOlnrDHnYuKpzbjAgJGd7Mg38R36DuRwykEsS 1.001 4 8-3 I 10.10-2 I 17-0-0 I 23 -1.14 I 29.3.13 I 36-0 -0 37 -0.0 i -o-o 4-8-3 6 -1 -14 8.1.14 6.1.14 6.1.14 8 -8 -3 tia0 Scala • 1 726 551 = 600 17 6 25 it 70.4 436 4 24 3.4 J 7 338 4 5 9 �•:' -0.. 3.9 2.4 b . 444444044,44444444%444400404444......./ 3 6 55 \ 51 2.2 i�� iiiiiihib 10 17 16 18 15 19 20 14 21 13 22 23 12 a 4312 • 3.8= 354= 454 = 5.12M7201 = 4s4 = 3.4 = I 5.11.0 I 13-3-11 I 20. 8 I 28- 1 -0 I 36-0 - I 5.11 -0 7.4.11 7.4 -11 7 -4-11 7 -11.0 Plate Offsets (X,Y): 13.0- 3- 6,0 -1 -81, 14 3- 0,Edgel, 16.0 -3- 0,0-2- 41,18:0- 3- 5,0 -1 -81, 110 0- 0- 10.Edgel. 113 0- 1- 12,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /dell Lid PLATES GRIP TCLL 25.0 (Roof Snow =25 0) Plates Increase 1 15 TC 0.72 Vert(LL) -0 44 13-15 >976 240 MT20 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0.76 Vert(TL) -0.77 13-15 >556 180 MT2OH 165/146 BCLL 0 0 • Rep Stress Inc! NO . WB 0 67 Horz(TL) 0.16 10 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 190 lb FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1 7E 'Except* TOP CHORD Structural wood sheathing directly applied or 2 -10 -0 oc purlins, except 1- 4,8 -11: 2 x 4 DF No 18Btr G end verticals BOT CHORD 2 X 4 DF 2400F 1 7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 5-16, 3-17 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 10= 1965/0 -5-8 (min 0 -2 -2), 17=1957/0-5-8 (min 0-2 -1) - Max Horz 17=- 136(LC 8) Max Uplif10=- 460(LC 8), 17=- 443(LC 7) FORCES (Ib) - Max Comp. /Max Ten - All forces 250 (Ib) or less except when shown p TOP CHORD 3-4 =- 2707/624, 4 -5 =- 2513/626, 5-24 =- 2697/615, 6-24 =- 2581/634, 6- 25=- 2720/675, 7-25=-2882/667, 7 -8= 3268/789, 8- 9=- 3462/787, 9 -10 =- 3634/743 BOT CHORD 16- 17=- 512/2281, 16 -18 =- 451/2442, 18 -19 =- 451/2442, 15 -19 =- 451/2442, 15- 20=- 255/1995, 14- 20=- 255/1995, 14 -21 =- 255/1995, 13-21 =- 255/1995, 13 -22 =- 404/2708, 22 -23 =- 404/2708, 12 -23 =- 404/2708, 10- 12=- 560/3132 WEBS 3 -16= 0/252, 5 -16 =- 254/43, 5 -15 =- 461/272, 6 -15 =- 275/951, 6 -13 =- 356/1468, 7-13=-798/322, 7-12=186/503, 9-12=-334/210, 3-17=-2851/516 NOTES 1) Wind ASCE 7 -05, 100mph, TCDL= 4.2psf, BCDL =3 Opsf, h =25ft, Cat. II, Exp B; enclosed, MWFRS (low -rise) gable end zone; cantilever left and right exposed , Lumber DOL =1 33 plate gnp DOL =1 33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow), Category II; Exp 8, Fully Exp ; Ct =1 1 3) Unbalanced snow loads have been considered for this design 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2 00 times flat roof load of 25 0 psf on overhangs ��EO P R OFF non - concurrent with other live loads 5) All plates are MT20 plates unless otherwise indicated. ` 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads \ � s \ t EF9 ` 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 y will fit between the bottom chord and any other members, with BCDL = 5.Opsf C r il r . • !. • f- 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at iolnt(s) except ()t =lb) 10= 460,17 =443 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 en 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss ,, 'C - ss b , 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 lb down and 54 lb up at -9 / • R 2 ' • 4, 16 -0 -0, and 275 lb down and 54 lb up at 20 -0 -0 on bottom chord The design /selection of such connection device(s) is the `( responsibility of others. /W' /3 S. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 ' ecru , ,f: :. -:rti- te :W12 —; -,. e1�3�r : 5!It s . i r - ® WARNING - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED bIITEK REFERENCE PAGE I.III.7473 rev. 10 '08 BEFORE USE. 1 1 Design valid far use only with Mira connectors Th's designs based only upon parameters shown, and 6 for an individual budding component. y' `,-' n I tt Applicobdily of design porom enters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown 1 - ` is for lateral support of Individual web members ony Additional temporary bracing to insure stability during constructions the responsibdlity of the MiTek• erector Additional permanent bracing of the overall structure is the responsibikly of the budding designer For general guidance regarding labricallon, quality control, storage. delivery. erection and bracing, consult ANSI /TP11 Quality Criteria, DSB -89 and BC51 Building Component 7777 Greenback Lane. Suite 109 Safety Information evadable lions Tiuss Plate Institute. 281 N Leo Street, Suite 312, Alexandria, VA 22314 Citrus Helghls, CA, 95610 Job Truss Truss Type City Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094326 B101124 B01A GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkames,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 12 48 2010 Page 2 ID •CpMzRUoOXTIMfezin6SM BzykEsT- CpMzRUoOXTjMlezin6SMBz7BYErexIXHrS ULvUyk EsT NOTES • 8) Gable studs spaced at 1 -4 -0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 10) • 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. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except (1t =lb) 2 =1882, 50 =133, 26 =1885, 28 =133 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/I 1. 14) This truss has been designed for a total drag load of 200 plf. Lumber DOL =(1 33) Plate gnp DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-0 -0 for 200 0 plf. 15) "Fix heels only' Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard • • • ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 1191.7473 rev. 10 'Oa BEFORE USE. y gri Design valid for use only with Mirek connectors. This design a based only upon parameters shown, and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer Bracng shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibMity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding TO Pi tl fabrication. quality control, storage, dolrvery, erection and bracing, consult ANSI /iPll quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, suite 109 Safety Information avaiablo from Truss Plate Institute, 281 N Lee Street. Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qly Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094326 _ 8101124 BO1A GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 15 12 47 2010 Page 1 ID•kdobD8olm9bV1 UOVDOx7elykEsU- kdobD8olm9bV1 UOVDOx7elbOogVPCJH8cpknNlykEsU 1 -0.0 160-0 I 36-0.0 17 -0.0 :,. 1 1.0 -0 18-0-0 18-0-0 1.0.0 Scab • 1 69 7 5.6 600 12 14 5.6 i l 5.6 Ih IB � • 20 7 21 e n i 23 4 24 1101 u 25 n •■',..._-. T : 1 T t , i 7 . - ,' . T T T 1 27a 502 = 550 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 5.12 3660 36.0.0 t Plate Offsets (X,Y): 12.0- 2- 2,Edgel,19.0- 3.0,0 -3 -01, 119 0- 3- 0,0 -3 -01, 126 0- 2- 2,Edgel,139 0- 3- 0,0 -3 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0 53 Vert(LL) 0 00 27 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0 47 Vert(TL) 0.01 27 n/r 180 TCDL 10 0 Rep Stress Incr NO WB 0 12 Harz(TL) 0.04 38 n/a n/a BCLL 0 0 • Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 27 n/r 90 Weight 266 lb FT = 10% BCDL 5 0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -2 -13 oc purlins. BOT CHORD 2 x 4 DF No 1 &Btr G BOT CHORD Rigid ceiling directly applied or 3 -6-8 oc bracing OTHERS 2 x 4 DF Std G *Except' WEBS 1 Row at mldpt 14 -39, 13-40, 15-38 MiTek recommends that Stabilizers and required cross bracing 14-39,13-40,12-41,11-42,10-43,15-38,16-37,17-36,18-35 2 x 4 DF No 1 &Btr G be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2 X 6 SYP No 2, Right. 2 X 6 SYP No 2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS All bearings 36-0-0 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE ' (Ib) - Max Horz 2=- 120(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW Max Uplift All uplift 100 lb or less at Joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 2=- 1882(LC 18), 50= 133(LC 23), 26=- 1885(LC 25), 28=- 133(LC 24) Max Gray All reactions 250 lb or less at joint(s) 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 2= 2043(LC 15), 50= 287(LC 12), 26= 2043(LC 16), 28= 287(LC 13) FORCES (lb) - Max. Comp /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 4203/4077, 3-4=-3378/3331, 4 -5 =- 3059/3039, 5-6 =- 2737/2759, 6-7 =- 2422/2481, 7 -8 =- 2116/2203, 8 -9 =- 1815/1921, 9- 10=- 1511/1639, 10 -11 =- 1232/1366, 11-12=-935/1089, 12-13=-638/814, 13 -14 =- 345/502, 14 -15 =- 345/498, 15 -16 =- 638/801, 16 -17 =- 935/1067, 17- 18=- 1232/1336, 18- 19=- 1511/1600, 19.20 =- 1815/1874, 20 -21 =- 2116/2153, 21 -22 =- 2413/2430, 22- 23=- 2712/2708, 23 -24 =- 3009/2995, 24 -25 =- 3327/3287, 25 -26 =- 4152/4032 BOT CHORD 2 -50= 3571/3749, 49 -50 =- 2927/3055, 48 -49 =- 2633/2815, 47- 48=- 2393/2549, 46 -47 =- 2127/2282, 45 -46 =- 1860/2015, 44- 45=- 1593/1749, 43 -44 =- 1326/1482, 42 -43 =- 1059/1215, 41 -42 =- 793/948, 40 -41 =- 526/682, 39-40= 259/415, 38 -39 =- 259/415, ��� PR °F 37- 38=- 526/682, 36 -37 =- 793/948, 35- 36=- 1059/1215, 34- 35=- 1326/1482, <C 4 5' 33- 34=- 1593/1749, 32 -33 =- 1860/2015, 31 -32 =- 2127/2282, 30 -31 =- 2393/2549, Cj NGIN - s/ 29- 30=- 2633/2815, 28- 29=- 2927/3055, 26 -28 =- 3550/3749 kr � NOTES (r.,.„._/,..)/.4.46:: 1) Wind. ASCE 7.05; 100mph, TCDL= 4.2psf, BCDL= 3Opsf, h =25ft, Cat. II, Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and right exposed , Lumber OOL =1 33 plate gnp 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 r c Gable End Details as applicable, or consult qualified building designer as per ANSI/fPI 1 -2002 i CO5 3) TCLL ASCE 7 -05, Pf =25.0 psf (flat roof snow), Category 11, Exp B, Fully Exp.; Ct =1 1 "/ 1 4) Unbalanced snow loads have been considered for this design pf : • 2- �■ , 5) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs ,V/ - R s 1 \‘'°. - non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated 7 Gable continuous bottom chord beanng 71 Gable page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 - lC=7JElC TIME -W 1f7012`S °-. -ai-=a T.:`t1Ris'S- ci51, - M - . -- . ' >?1,1ll4214L p6.5 -v' 44-481 Liz Swi.' is T. .. - .f'C '..3, P =lir7 1 1 Y::Ss ® WARNING - Verifij design parmctcro and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1411 74 73 rev. 10-V8 BEFORE USE. ®�� vr Design valid for use only with MBek connectors This design based only upon parameters shown, and is for an indrvidual budding component Applicobdily of design poramenters and proper incorporation of component is respansibdity of budding designer - not truss designer Bracing shown s lot lateral support of individud web members only Additional temporary bracing to insure stability during construction is the responthdiity of the MiTek' erector Additional permanent bracing of fhe overall structure is the responsibility of the budding designer For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing. consult ANSI /TPi1 Quality Crnerla, 058-89 and BCSI Building Component 7777 Greenback lane, Suite 109 Safely Information evadable from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094325 B101124 B01 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 12 41 2010 Page 2 ID wTRKz517AJrLJZxMs8cuOUykEsa- wTRKz51 7AJrLJZxMs8gl0ULxaPLFoPDGEIHT90ykEsa NOTES • 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) TCLL: ASCE 7 -05, Pf =25.0 psf (flat roof snow); Category II; Exp B, Fully Exp ; Ct =1.1 4) Unbalanced snow loads have been considered for this design 5) This truss has been designed for greater of min roof live load of 18 0 psf or 2.00 times fiat roof load of 25.0 psf on overhangs non - concurrent with other live loads 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1 -4 -0 oc 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 11) • 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 12) A plate rating reduction of 20% has been applied for the green lumber members 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 41, 40, 39, 38, 37, 36, 35, 34, 33 except (1t =lb) 58 =127, 45 =3080, 46 =231, 47 =164, 43 =237, 42 =160, 32 =179, 30 =3784. 14) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 15) This truss has been designed for a total drag load of 200 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 200 0 plf. 16) "Fix heels only Member end fixity model was used in the analysts and design of this truss LOAD CASE(S) Standard C. vivy+7n'jr{211241'i4 aAN4121071.0 , E' MI WARNING - Venfy design parameter and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE 11111 -7473 rev. 10 '08 BEFORE USE. t\ y1 MI Design valid for use only with MTek connectors The design rs based only upon parameters shown, and is for an individual budding component Applicability of design paramenters and proper incorporation of component is responsibility of buiding designer - not truss designer Bracing shown GGGIII is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibility of the MiTele erector Additional permanent bracing of the overall structure is the responsibility of the buiding designer For general guidance regard.ng fabrication, quality control. storage. delivery. erection and bracing, consult ANSI /IP11 Quality Criteria. DSB•99 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, 95010 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094325 6101124 801 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 12.40 2010 Page 1 ID RG RGbdliMP0IUIPM9JQJUsHomq ?203yz6 ?DYwdxykEsb }1 -0-0 17.0.0 38.0.0 7 a 1.00 17.0.0 I 19.40 .0.0 658 // Sob • 1 761 600 fT 16 15 :p 17 tt 18 Ss6! 13 19 12 11 20 8.1414720H 0 � � 21 II `• n e �, 24 1 7 2s 6 26 5 V 4 28 3 2 29 2 • 58 57 56 55 54 53 52 51 50 49 48 47 46 45 M 43 42 II 40 39 38 37 36 35 34 33 32 848 = 516 = 503 WB = 44 II I 36-0-0 I 36-0.0 Plate Offsets (X,Y). 111 0 -3-0,0 -3-41, 116 0- 2- 12,Edge1, 130 0-9-9.0-0-111,130 0- 1- 8,Edge1, 145 0- 3- 4,0 -2 -01 LOADING (pst) SPACING 2 -0-0 CSI DEFL in (roc) I /dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0 77 Vert(LL) 0 00 30 n/r 180 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1.15 BC 0.90 Vert(TL) 0.00 30 n/r 180 MT2OH 165/146 TCDL 10.0 ert ( ) BCLL 0.0 • Rep Stress Incr NO WB 0 86 Horz(TL) 0.17 30 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Wind(LL) -0.00 30 n/r 90 Weight 287 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.188tr G 'Except' TOP CHORD Structural wood sheathing directly applied or 2 -5-12 oc puffins, except 1- 11,22 -31 X 4 DF 2400F 1 7E end verticals. BOT CHORD 2 x 4 DF No 18Btr G BOT CHORD Rigid ceiling directly applied or 2 -3-15 oc bracing WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 15-46, 14 -47, 17-43, 18 -42 OTHERS 2 x 4 DF Std G *Except' 2 Rows at 1/3 pts 16-45 16-45. 2 x 4 DF No.18Btr G WEDGE QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Right: 2 X 8 SYP No.2 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 2. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW REACTIONS All beanngs 36-0 -0 (Ib) - Max Horz 58=- 152(LC 24) Max Uplift All uplift 100 lb or less at joint(s) 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 41, 40, 39, 38, 37, 36, 35, 34, 33 except 58= 127(LC 23), 45= 3080(LC 12), 46=- 231(LC 22), 47=- 164(LC 23), 43=- 237(LC 24), 42=- 160(LC 25), 32=- 179(LC 24), 30=-3784(LC 23) Max Gray All reactions 250 lb or less at joint(s) 58, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 41, 40, 39, 38, 37, 36, 35, 34, 33 except 45= 3475(LC 23), 46= 374(LC 15), 47= 272(LC 14), 43= 369(LC 17), 42= 268(LC 16), 32= 315(LC 13), 30= 3876(LC 12) FORCES (Ib) - Max Comp /Max. Ten - All forces 250 (Ib) or less except when shown TOP CHORD 3-4 =- 477/556, 4 -5 =- 777/885, 5-6 =- 1075/1211, 6- 7=- 1373/1538, 7- 8=- 1671/1864, 8 -9 =- 1969/2191,9 -10 =- 2268/2518,10 -11 =- 2428!2693,11 -12 =- 2566/2844, 12 -13 =- 2862/3169, 13 -14 =- 3161/3496, 14 -15 =- 3507/3876, 15 -16 =- 3688/4072, 16- 17=- 4059/4400, 17 -18 =- 4445/4778, 18- 19=- 469415003, 19 -20 =- 4991/5281, 20.21 =- 5280/5561, 21- 22=- 5385/5576, 22 -23 =- 5578/5840, 23- 24=- 587616118, 28-29=- 7425/759 29-30=-8177/86, 125 P 26 -27 =- 6794/6953, 27 -28 =- 7109/7200, � �� ��D ? N Q�C BOT CHORD 57 -58 =- 260/323, 56- 57=- 526/590, 55 -56 =- 793/857, 54 -55 =- 1060/1123, 53-54=-1326/1390, 52 -53 =- 1593/1657, 51- 52=- 1860/1923, 50- 51=- 212612190, ma c \ N 9 O 1 , 49 -50 =- 2393/2457, 4849=- 2660!2723, 47 -48 =- 2926/2990, 46 -47 =- 3193/3257, f �a. % r 45 -46 =- 3460/3523, 44 -45 =- 3593/3657, 43 -44 =- 3726/3790, 42-43 =- 3993/4057, 41-42 = -4260/4323, 40 -41 =- 4526/4590, 39 -40 =- 4793/4857, 38 -39 =- 5060/5123, 37 -38 =- 5326/5390, 36 -37 =- 5593/5657, 35 -36 =- 5860/5923, 34 -35 =- 6126/6190, 33 -34 =- 6366/6457, 32 -33 =- 6660/6723, 30 -32 =- 7258/7323 r M WEBS 16 -45 =- 3467/3094, 15 -46= -361 /239, 14-47 =- 258/172, 17.43 =- 355/245, 18- 42=- 255/168, 4 ' OJ) 29- 32 = -261 /178 2\. <(;;;‘" NOTES M FRS 1\` G 1) Wind. ASCE 7 -05, 100mph; TCDL =4 2psf, BCDL= 3.Opsf, h =25f1, Cat II; Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and right exposed , Lumber DOL =1 33 plate gnp DOL =1 33 Continued on page 2 1 EXPIRATION DATE: 06/30/12 August 25,2010 - 4 - ® WARNING - Verify design parameters and REM) NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE FIIF74 roe. 10 '08 BEFORE USE =MIA Design valid for use only with Mitch connectors Tha 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 suppor of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the Millet(' 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 ANSIITPI1 quality Criteria, D5B.89 and BCSI Building Component 7777 Greenback Limo, Sotto 109 Safety Information available from Truss Plate Institute. 281 N Lee Stroot, Suito 312. Alexandria, VA 22314 Cirrus Heights, CA. 85610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094324 B101124 A04 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clarkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 12 33 2010 Page 2 ID 8wylHMdz3sgUMKKpOShr4oykEsi- 8wylHMdz3sgUMKKpOShr4o0dfBiFwzk4OdL2trykEsl NOTES ` 5) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads 6) All plates are 2x4 MT20 unless otherwise indicated 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1 -4 -0 oc 9) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 10) • 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 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (jt =1b) 2= 2032, 54 =142, 28 =1987, 29 =162. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a total drag load of 200 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 200 0 plf. 15) "Fix heels only Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard r ® WARNING - Verify design parameters and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE MB 7473 rev. 10'08 BEFORE USE. Design void for use only with MiTek connectors The design s based only upon parameters shown, and a for an individual budding component Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer Bracng shown is for lateral support of individual web members only Additional temporary bracing to nsure stability sluing construction '¢ the responsibility 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. deanery, erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane, Sulto 109 Safety Information ovadabie from Truss Plate Institute. 281 N Lee Street, Suite 312, Alexandria, VA 22314 Citrus Heights, CA. 95810 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094324 B101124 A04 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015-1129 7 240 s Jun 18 2010 MiTek Industnes, Inc. Wed Aug 25 1512.32 2010 Page 1 ID gkOw40cLIYrdkAldrlAcXbykEsj- gkOw40cLIYIdkAIdriAcXbTSvnMOBWUx9zcVLPykEsj - - 0 1463 39-03 4.3 3 1943-0 ' 19-64 Sag • 1 75 3 556 = 600 11 15 14 f3 3. 17 12 18 55 11 1956 Sre 20 s 10 .e� g 111121122 6 _ � 6 24 s - a 4 a 3I I I I 27 26 5417 = 554 53 52 51 50 49 48 47 46 45 44 43 4241 40 39 38 37 36 35 34 33 32 31 30 zn Sant 3.6 = i 39.0.0 39.0.0 ' Plate Offsets (X,Y): 12 2- 2,Edgel, 19 0-3-0,0-3-01,121.0-3-0.0-3-01,128 0- 2- 2,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft Lid PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0 57 Vert(LL) -0 00 1 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1 15 BC 0.53 Vert(TL) 0.00 1 n/r 180 TCDL 10.0 Rep Stress Inc! NO WB 0 12 Horz(TL) 0.05 40 n/a n/a BCLL 0 0 • Code IBC2006/TPI2002 (Matrix) Wind(LL) -0 00 1 n/r 90 Weight: 301 lb FT = 10% BCDL 5 0 LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -1 -2 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 3 -3-15 oc bracing. OTHERS 2 x 4 DF Std G 'Except' WEBS 1 Row at midpt 15-42, 14 -43, 13-44, 16-40, 17 -39 MiTek recommends that Stabilizers and required cross bracing 15. 42,14 - 43,13- 44,12 - 45,11- 46,10 - 47,16- 40,17- 39,18- 38,19- 37,20 -36: 2 x 4 DF No 18Btr G be Installed during truss erection, in accordance with Stabilizer WEDGE Installation guide Left. 2 X 6 SYP No.2, Right: 2 X 6 SW No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS All beanngs 39-0-0 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ib) - Max Horz2= 138(LC 23) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW Max Uplift All uplift 100 lb or less at joint(s) 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 2=-2032(LC 18), • 54=- 142(LC 23), 28=- 1987(LC 23), 29=- 162(LC 24) •' Max Gray All reactions 250 lb or less at joint(s) 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 2= 2199(LC 15), 54= 306(LC 12), 28= 2116(LC 16), 29= 331(LC 13) FORCES (Ib) - Max Comp./Max. Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3 =- 4557/4411, 3 -4=- 3690/3628, 4 -5 =- 3373/3306, 5-6 =- 3049/3047, 6-7 =- 2734/2768, 7 -8 =- 2415/2486, 8- 9=- 2124/2220, 9 -10 =- 1808/1945, 10 -55 =- 1523/1658, 11 -55 =- 1260/1394, 11 -12 =- 1232/1376, 12 -13 =- 934/1097, 13 -14 =- 637/823, 14 -15 =- 344/510, 15 -16 =- 344/506, 16 -17 =- 637/810, 17 -18 =- 935/1076, 18 -19 =- 1232/1346, 19 -56 =- 1263/1399, 20 -56 =- 1524/1619, 20 -21 =- 1799/1897, 21 -22 =- 2124/2171, 22-23=-2412/2438, 23-24=-2713/2720, 24-25=-3011/2998, 25-26=-3315/3256, 26-27=-3640/3579, 27-28=-4511/4346 BOT CHORD 2 -54 =- 3877/4044, 53 -54 =- 3192/3317, 52 -53 =- 2898/3077, 51 -52 =- 2658/2810, 50 -51 =- 2392/2544, 49 -50 =- 2125/2277, 48- 49=- 1858/2010, 47- 48=- 1594/1745, 0.Q PR OFD 46 -47 =- 1327/1478, 45 -46 =- 1061/1212, 44 -45 =- 794/945, 43 -44 =- 527/678, �'C( GIN v.° 42 -43 =- 261/412, 40 -41 =- 261/412, 39- 40=- 527/678, 38 -39 =- 794/945, 37 -38 =- 1061/1212, � � 9 � 2 36- 37=- 1327/1478, 35 -36 =- 1594/1745, 34 -35 =- 1858/2010, 33- 34=- 2125/2277, ,9 32 -33 =- 2392/2543, 31 -32 =- 2658/2810, 30 -31 =- 2925/3077, 29- 30=- 3192/3343, CC 1...04: • r.' r 28 -29 =- 3891/4043 WEBS 27 -29 =- 259/157 NOTES , 1) Wind. ASCE 7 -05, 100mph, TCDL =4 2psf; BCDL =3 Opsf, h =25ft, Cat. II, Exp B, enclosed, MWFRS (low -rise) gable end zone; "0 OR E cantilever left and nght exposed , Lumber DOL =1.33 plate grip DOL =1.33 , 0 i� / • - -� 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 '9 tit = ► <!, Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002 " /F� S 1 \\ 3) TCLL ASCE 7 -05, Pf =25.0 psf (flat roof snow), Category II, Exp B, Fully Exp , Ct =1.1 4) Unbalanced snow loads have been considered for this design Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 I ® WARNING Verify design parameters and READ NO7HS ON THIS AND INCLUDED MITEKREFERENCB PAGE Pill 7473 rev. 10 '08 BEFORE USE. : i i� Design valid for use only with Mgek connectors The design a based only upon parameters shown, and a for an endividual buiding component 1 commenters of design paenters and proper incorporation of component is responsibiily of buiding designer - not truss designer Bracing shown 6 for lateral support of individual web members orsly Additional temporary bracing to Insure stabidy during conslruclion a the responsibility of the Mi erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding .e P lobricat.on, quality control. storage, delivery, erection and bracing, consult ANSI /IPI1 Qualify Criteria, DSB -89 and BCS1 Building Component 7777 Greenback Lane, Suite 109 Safely 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 CENTEX - SUMMERCREEK BLD 22 ROOF R32094323 B101124 A03 DBL FINK 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MITek Industries, Inc Wed Aug 25 15 12 25 2010 Page 2 ID NOTGcdWyyPgdO51HwnXzl6ykEsq- NOTGcdWyyPgdO5jHwnXzl6gAyyuJ2CYvYNPdbJykEsq L LOAD CASE(S) Standard 1) Snow: Lumber Inaease =1.15, Plate Inaease =l 15 Uniform Loads (plf) Vert. 2- 16 = -10, 16- 17 = -50, 17- 18 =10, 18- 19 = -50, 19- 20 0-10, 20- 21 = -50, 10- 21 = -10, 1- 6 = -70, 6- 10 = -70 Concentrated Loads (lb) Vert. 18=- 275(F) 19=- 275(F) • • • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MU 7473 res. 10 '08 BEFORE USE. Design valid for use only with Mitch connectors. Ths design based only upon parameters shown. and a for an individual budding component Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown Mirek• s for lateral support of individual web members onty Additional temporary bracing to Insure stability during construction a the responsbillity of the erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding POW., pzwrow,r, fabrication. quality control, storage. delivery. erection and bracing. consul! ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lano, Suite 109 Safety Information available from Truss Plato Institute. 281 N Lee Street. Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094323 B101124 A03 DBL FINK .5 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkames,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 15 12 25 2010 Page 1 ID NOTGcdWyyPgd051HwnXzl6ykEsq- NOTGcdWyyPgd051HwnXzl6gAyyuJ2CYvYNPdbJykEsq - . a -10-4 1 I 13.2.2 I 19-5-0 I 259-14 1 32 -1 -12 I 39.0-0 I I -o-0 0.0 a -10-4 8 -3.:4 e•3-14 8-3 -14 8 -3 -14 5.10.4 Scale • 1 74 2 5:6 = e fa 600 1Z 2.44 3r4J 5 237 3r6 . e 9-e c 3.4 \k 4 e 2:48 3 4.s •�r 9 2 0 s? / i ;a 6 r. ' I S 4x10 = 1 16 17 a le ,3 19 12 20 21 11 ' .:10 = 3r4 = 4r4 = 5a12 41209 = 414 = 3r4 = 1 5-1-7 1 15-5 -e I 23.3.5 1 30-10 -9 1 39-0-0 1 5.1-7 7.7.1 7-7.1 7.7-1 e -1-7 Plate Offsets (X,Y): f2 0- 0- 7,Edgel, f10 0- 7,Edge1, 112 0-1-8,0-1-121,114:0-1-8,0-1-121 T O L DING (psf) 0 SPACING 2 -0-0 CSI DEFL in (lest) 1 /deft L/d PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0 87 Vert(LL) -0.55 12 -14 >846 240 MT20 220/195 TCDL 10 0 Lumber Increase 1 15 BC 0.85 Vert(TL) -0 97 12 -14 >475 180 MT2OH 165/146 BCLL 0.0 • Rep Stress 'nor NO WB 0 71 Horz(TL) 0.20 10 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight. 191 lb FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1 7E TOP CHORD Structural wood sheathing directly applied or 2 -8 -14 oc purlins GOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 8 -8 -3 oc bracing. WEBS 2 x 4 DF Std G 'Except' MiTek recommends that Stabilizers and required cross bracing 5- 15,6- 14,6 - 12,7 -11 2 x 4 DF No.18BIr G be installed dunng truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 2106/0 -5 -8 (min 0 -2 -4), 10= 2017/0 -5 -8 (min. 0-2-2) Max Horz 2= 138(LC 7) Max Uplifl2=- 497(LC 7), 10=- 441(LC 8) - FORCES (Ib) - Max Comp. /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3 =- 3933/820, 3 -4 =- 3756/846, 4 -5 =- 3576/867, 5-22=-3163/734, 6 -22 =- 3045/753, 6-23=-3151/755, 7- 23=- 3164/734, 7 -8 =- 3589/878, 8 -9 =- 3768/857, 9 -10 =- 3944/831 BOT CHORD 2 -15= 765/3395, 15- 16=- 574/2963, 16 -17 =- 574/2963, 14-17=-574/2963, 14 -18 =- 328/2265, 13 -18 =- 328/2265, 13 -19 =- 328/2265, 12 -19 =- 328/2265, 12 -20 =- 477/2965, 20 -21 =- 477/2965, 11 -21 =- 477/2965, 10 -11 =- 662/3408 WEBS 3 -15a- 342/214, 5 -15 =- 188/512, 5-14=-786/334, 6 -14 =- 352/1381, 6 -12 =- 354/1397, 7 -12 =- 803/337, 7 -11 =- 198/525, 9-11=-347/218 NOTES 1) Wind ASCE 7 -05, 100mph, TCDL= 4.2psf, BCDL= 3.0psf, h =25ft; Cat. II, Exp B, enclosed, MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1 33 plate gnp DOL =1 33 2) TCLL: ASCE 7 -05, Pf =25.0 psf (flat roof snow), Category II, Exp B, Fully Exp , Ct =1 1 3) Unbalanced snow loads have been considered for this design 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads 5) All plates are MT20 plates unless otherwise indicated. �� D ID R OAF 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 Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide 5� NG I N ' - .o will fit between the bottom chord and any other members, with BCDL = 5 Opsf - ' 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 100 lb uplift at joint(s) except (1t =1b) 16 ' ' to - 29 � r 2 =497, 10 =441 10) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 // 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 lb down and 54 lb up at � OJ 17 -6 -0, and 275 lb down and 54 lb up at 21 -6 -0 on bottom chord The design /selection of such connection device(s) is the AO ORE . . d I , \ � responsibility of others. ,9 C -, /.l,1 • 1 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). " C? MFRS- \ N Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON TINS AND INCLUDED PIITEK REFERENCE PAGE 1411 -7473 rev. 10 '08 BEFORE USE. ® �q Design valid for use only with Mira connectors The designs based only upon parameters shown, ands for an ndr4ldual building component. - j Appiicabiity of design paramenters and proper incorporation of component is responsibiity of bulding designer - riot truss cesigner Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stabiity cluing 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 /1PII Quality Criteria, 009 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information avaioble from Truss Plate Institute, 281 N Leo Street, Suite 312, Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094322 B101124 A02 DBL FINK 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc. Wed Aug 25 15 12 24 2010 Page 2 ID vBvuOHWKB51mny85N30kCvykEsr- vBvuOHWKB51mny85N30kCv87FYZ5JIMIJkg33tykEsr LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert 2- 17 =10, 17-18=-50, 18- 19 = -10, 19- 20 = -50, 20- 21 = -10, 21- 22 = -50, 10- 22 = -10, 1- 6 = -70, 6- 11 = -70 Concentrated Loads (lb) Vert 19=- 275(F) 20=- 275(F) •roc -, c�xwesr�s- :a- era.Y.!tic• _ter -:� wv ^e:��. n:^�.n�;. w: v'ser yae�r��a lr�a�s� r 2* :-z. w a7w^eac'ator.Ium341:0.a >:�.-AWN'a11xao0n. asaa ® WARNING Ver design parmneters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mu 7473 rev. 10 BEFORE USE Design valid for use only with MiTek connectors The designs based only upon parameters shown, and a for an individual budding component. � , ij Applicablity of design paramenters and proper incorporation of component is responsibility of budding designer - not Truss designer Bracing shown S �'" 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 budding designer. For general guidance regarding now., , fabrication. quality ccnlrol storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, 05B -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Infarmallon available from Truss Plato Institute, 281 N Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094322 B101124 A02 DBL FINK 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc. Wed Aug 25 15 12 2010 Page 1 ID vBvuOHWK85imny85N30kCvykEsr- vBvuOHWKB51mny85N30kCv87FYZ5JIMIJkg33tykEsr -1 -0-o 6.10-4 I 13.2 - I 19.6-0 I 25-9-14 I 32 -1 -12 I 39-0-0 4o -0-0 4 -0-0 6. 10-4 6-3 -14 6 -3 -14 6.3-14 a -3-14 8.10 -4 1 -5-0 Scale • 1 74 7 5,5 = 600 12 6 ..! 3e4 4 70-4 3r6 5 23 2y 3 58 4 6 ,', 40 2.1 \\ 2s4 /1 3 2 10 P5'-= /, :_ =, „ I, 16 17 18 15 19 14 20 13 21 22 12 55 12 3.4 = 4.4 = 5r12 14720H = 4r4 = 354 = 5.12 = I 8 -1 -7 I 15-8-8 I 23.3 -8 I 30.10.9 I 39-0.0 I 8-1 -7 7.7 -1 7 -7 -1 7.7 -1 8-1-7 Plate Offsets (X,Y): 12 0- 2- 2,Edge1,110 0- 2- 2,Edgel, 113:0 -1 -8,0.1 -121, 115 0- 1 -8,0 -1 -121 LOADING DING (Ps 25 0 SPACING 2-0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP (Roof Snow =25 0) Plates Increase 1 15 TC 0.87 Vert(LL) -0.54 13-15 >856 240 MT20 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0.85 Vert(TL) -0 96 13 -15 >481 180 MT2OH 165/146 BCLL 0.0 • Rep Stress Incr NO WB 0.71 Horz(TL) 0.20 10 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight. 193 lb FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E *Except* TOP CHORD Structural wood sheathing directly applied or 2 -9 -3 oc purlins. 1- 4,8 -11 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 8 -9-0 oc bracing BOT CHORD 2 X 4 DF 2400F 1 7E MiTek recommends that Stabilizers and required cross bracing WEBS 2 x 4 DF Std G *Except* be installed during truss erection, in accordance with Stabilizer 5-16,6 -15,6- 13,7 -12 2 x 4 DF No 18Btr G Installation guide. REACTIONS (lb /size) 2= 2104/0 -5 -8 (min 0 -2 -4), 10=2104/0-5-8 (min 0-2-4) Max Horz2=- 128(LC 8) Max Uplifl2=- 497(LC 7), 10=- 497(LC 8) FORCES (Ib) - Max. Comp /Max Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 3930/820, 3 -4 =- 3753/845, 4 -5 =- 3573/867, 5 -23= 3160/731, 6-23 =- 3147/752, 6-24=-3147/752, 7-24=-3160/731, 7 -8 =- 3573/867,8 -9 =- 3753/845, 9 -10 =- 3930/820 ` BOT CHORD 2- 16=- 754/3393, 16- 17=- 564/2960, 17 -18 =- 564/2960, 15 -18 =- 564/2960, 15-19=-318/2262, 14-19=-318/2262, 14-20=-318/2262, 13-20=-318/2262, 13 -21 =- 466/2960, 21 -22 =- 466/2960, 12- 22=- 466/2960, 10 -12 =- 626/3393 WEBS 3-16 =- 342/214, 5-16= 188/512, 5-15=-799/334, 6-15=-352/1394, 6-13 =- 352/1394, 7- 13=- 799/334, 7-12=-188/512, 9- 12=- 342/214 NOTES 1) Wind ASCE 7 -05, 100mph, TCDL =4 2psf, BCDL =3 Opsf; h =25ft; Cat II, Exp B, enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1 33 plate gnp DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25 0 psf (flat roof snow), Category II; Exp B; Fully Exp , C( =1 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated PR OFF S , 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads ( s 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 \� OA, E6 / Q will fit between the bottom chord and any other members, with BCDL = 5 Opsf kr� 2 9 8) A plate rating reduction of 20% has been applied for the green lumber members / :Alt . I 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (fit =lb) � 2 =497, 10 =497 10) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. // 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 lb down and 54 lb up at A 0 % ' GO s- c 9 17 -6 -0, and 275 lb down and 54 lb up at 21 -6 -0 on bottom chord The design /selection of such connection device(s) is the • T� .� , � responsibility of others 9 ,f - de ..4. `L o 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) // /� R S.1\1 Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 fINICIEWLI'd ,Zi .!.r7=•/1• /MEISL ., 124611 ]i^+F tl1114L:i tail Ff :Z1dd:7:L _i . =:ladRgiliFISINI - CL Y ,:9C'.ro.i,7 al:r1 =aWr , lire- n.: ® WARNING Vcr(fv R design parameters and READ NOTES ON THIS AND INCLUDED MITER' PAGE 1411 -7473 run. 10-'08 BEFORE USE. �i 4.11 Design valid for use only witn MiTek connectors This designs based only upon parameters shown. and Is for an individual budding component � - - ,t"t ill, n Appllcabdily of design paramenters and proper incorporation of component is responsiblily of budding designer - not truss designer Bracing shown �f s for lateral support of Individual web members only Additional temporary bracing to insure slablity during construction s the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding ,o fabrication. quality control. storage. delivery, erection and bracing. consult ANSI /1111 Quality Criteria. D5B -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information °voluble from Truss Plate Institute. 28I N Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094321 8101124 A01 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 1222 2010 Page 2 ID zpnezbU4fUS2Xe _IFe_G7UykEst- zpn8zbU4tliS2Xe IFe G7U2IRIyxr7OTsQAz_ykEst NOTES ' 6) All plates are 2x4 MT20 unless otherwise indicated 7) Gable requires continuous bottom chord bearing 8) Gable studs spaced at 1 -4 -0 oc 9) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 10) ' 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 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except ()t =lb) 2 =2033, 55 =142, 28 =2033, 30 =141 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1 14) This truss has been designed for a total drag load of 200 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 200 0 plf 15) "Fix heels only" Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard • 5 - G'�P:J \!G'�l��rAG:�•.� ,.. r. ,' +: �J •Farts :'•.yC - 3'-" '� �i3Y ?I>�:Sl`li.Y�i'Y .: I'. - _=- 1'SS:s l '>�GWfR7'.2R6..[L7'.i[1.- 4:1Sie 1lFF'7. 211: ::6YCa419G7iiiii!l�iri'3". • WARNING - Verify design parrrnrctcis and REM) NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI! 7473 rca. 10 -'08 BEFORE USE. i Design valid for use only with MiTek connectors fhs design h based only upon parameters shown, ands for an individual building component s 9 , Applicability of design paramenlers and proper Incorporation of component is responsibility of building designer - not truss designer Bracing shown dd6***]]] 's for lateral support of!ndividual web members only Additional temporary bracing to insure stability during construction is the responsbtiiily of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding PO..11 re 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 evadable from Truss Plate Institute. 281 N lee Street, Suite 3 12. Alexandria. VA 22314 Citrus Heights, CA. 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 22 ROOF R32094321 B101124 A01 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackames,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 12 21 2010 Page 1 ID VcDmmFTSuAKBwUPWhxT1aGykEsu- VcDmmFTSuAKBwUPWhxT1aGWahLci6YmJdmRPSYykEsu - - t - o - g 19-6-0 I 39-0-0 gaao 1.ao 19-6-0 19-6-0 h-ao 6-56 = Seale • 1 753 6 CO ITT 15 4 %3 16 3 17 17 ) 1B 546 % 58 11 1B 11%524 10 9 1 � � 72 4 d 7 r, 27 6 Y< 5 25 4 I I a r 1 I27 28 59-12 = 55 54 53 52 51 50 49 48 47 48 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 6-9-12 I 39-0-0 39-9-0 Plate Offsets (X,Y) 12 0- 2- 2,Edge), 19.0.3 -0,0 -3-01, 121 -3-0,0 -3-01, 128 2- 2,Edge) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0 57 Vert(LL) 0.00 29 n/r 180 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1.15 BC 0 51 Vert(TL) 0 01 29 n/r 180 TCDL 10 0 Rep Stress Incr NO WB 0.12 Horz(TL) 0 05 41 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 29 n/r 90 Weight: 302 lb FT = 10% BCDL 5.0 LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -1 -2 oc purlins BOT CHORD 2 x 4 DF No.18Blr G BOT CHORD Rigid ceiling directly applied or 3-4 -10 oc bracing OTHERS 2 x 4 DF Std G 'Except* WEBS 1 Row at midpt 15-43, 14-44, 13-45, 16-41, 17 -40 MiTek recommends that Stabilizers and required cross bracing 15- 43,14 - 44,13 - 45,12- 46,11- 47,10 - 48,16 - 41,17 - 40,18- 39,19 - 38,20 -37 2 x 4 DF No.18Btr G be installed dunng truss erection, in accordance with Stabilizer WEDGE Installation guide. Left 2 X 6 SYP No 2, Right 2 X 6 SYP No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS All beanngs 39-0 -0 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ib) - Max Horz 2=- 128(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 lb or less at joint(s) 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except 2=- 2033(LC 18), c. 55=- 142(LC 23), 28=- 2033(LC 25), 30=- 141(LC 24) Max Gray All reactions 250 lb or less at joint(s) 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except 2= 2199(LC 15), 55= 306(LC 12), 28= 2199(LC 16), 30= 306(LC 13) FORCES (Ib) - Max. Comp. /Max Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3 =- 4553/4414, 3 -4 =- 3686/3632, 4 -5 =- 3368/3310, 5-6 =- 3044/3057, 6 -7 =- 2729/2778, 7 -8 =- 2411/2496, 8-9=-2124/2230, 9 -10 =- 1803/1955, 10 -56 =- 1524/1668, 11 -56 =- 1298/1438, 11 -12 =- 1232/1386, 12 -13 =- 935/1108, 13 -14 =- 637/833, 14 -15 =- 344/520, 15 -16 =- 344/516, 16 -17 =- 637/820, 17 -18 =- 935/1086, 18- 19=- 1232/1356, 19 -57 =- 1258/1406, 20 -57 =- 1524/1629, 20- 21=- 1799/1901, 21 -22 =- 2124/2175, 22 -23 =- 2411/2442, 23 -24 =- 2713/2724, 24 -25 =- 3011/3002, 25 -26 =- 3314/3262, 26 -27 =- 3631/3583, 27 -28 =- 4498/4366 BOT CHORD 2 -55 =- 3870/4059, 54 -55 =- 3192/3332, 53 -54 =- 2898/3092, 52- 53=- 2658/2825, 51- 52=- 2392/2559, 50 -51 =- 2125/2292, 49 -50 =- 1858/2025, 48 -49 =- 1594/1760, QE13 PROFe 47- 48=- 1328/1494, 46 -47 =- 1061/1227, 45 -46 =- 794/960, 44 -45 =- 528/694, " < G 6-s 43 -44 =- 261 / 427, 41 -42 =- 261/427, 40 -41 =- 528/694, 39 -40 =- 794/960, 38 -39 =- 1061/1227, �� iL'9 �� ti !GIN 9 /O 37- 38=- 1328/1494, 36- 37=- 1594/1760, 35 -36 =- 1858/2025, 34 -35 =- 2125/2292, 33 -34 =- 2392/2558, 32 -33 =- 2658/2825, 31 -32 =- 2898/3092, 30- 31=- 3192/3332, 1 • . 1E r 28 -30 =- 3846/4058 ,"/ � NOTES `' 1) Wind ASCE 7 -05; 100mph; TCDL= 4.2psf, BCDL =3 Opsf, h =25ft, Cat. II; Exp B, enclosed; MWFRS (low -rise) gable end zone; v cantilever left and right exposed , Lumber DOL =1 33 plate grip DOL =1 33 , AO 07 t , 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 '4 2� / 1 - 1 " Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002 9 A_ ,' B - - ` r?� 3) TCLL ASCE 7 -05, Pf =25 0 psf (flat roof snow); Category II; Exp B; Fully Exp ; C1 =1 1 " / ` C R s. -0-\- - - -\ 4) Unbalanced snow loads have been considered for this design 5) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times Bat roof load of 25 0 psf on overhangs non - concurrent with other live loads Continued on page 2 1 EXPIRATION DATE: 06/30/12 August 25,2010 41i' i•'J- :✓IC1+�1,'�'I1Se�L17F4,S1. - - ", S7f.Zi' ... . /...4LYiSR?..... ® WARNING - Pertly design parameters and READ NOTES ON T71IS AND INCLUDED MI MS' REFERENCE PAGE 1111-7473 r 1.7473 oe. 10 BEFORE USE. .--.--;i2. ... " Design q l ' Design valid for use only with Maek connectors this designs based only upon parameters shown, and a for on indrvtdual budding componen, ." A Applicabdily of design commenters and proper incorporation of component is responsibility of budding 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 responsibdhty of the MiTek• erector. Additional perrncnent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding . .o. ,.,. fabrication. quality control- storage. delivery. erection and bracing. consult AN51 /IPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute. 281 N. Lee S!reel. Suite 312, Alexandria, VA 223 i4 Citrus Heights, CA, 95610 �s ® MiTek® POWER TO PERFORM.'" MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B 101 124 Fax 916/676 -1909 CENTEX - SUMMERCREEK BLD 22 ROOF 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: R32094321 thru R32094356 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 �NG FF ss�O C C 16890PE 9 r �-o OR• /ON E •I•ATION D> : 0• "0/12 August 25,2010 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 -1995 Sec. 2. . -----mirmagre wiliommum e 20-0-0 76-0-0 16 -04 16-04 1, 1 Wet i 1 a I I I I Ill IMO il (46X: I / 1 NMI a H as s s a � a a,la $ 1 m 2 a a a ;I8 a s ! J V O II B02(7 (7I CO 4(4) - a. 11 LL LL j d i I co J lin r izOn u c' / ? u,' , , g terppip . / Ate' . Ar / i �� r/.'i F J �HlI lilt 1 ' � � _ � � hii# 1 , , I Fr' .6L U l•Li:r� „ M`��E= .., o— F��L1L1ii�1■ �dyl1t' � ■ ;� % r.. A, i LWli ©O: : �I �'allkid =LI N lc�— r � •..� ' L01 l — o.` 1 ��ar11 iN• ce3Z� IL i� -- - u USE LUS24 HANGERS U.N.O. 1 12-0-0 ! 7.11 -S I 15 4 t 4 -71-8 ! 10-11-8 1 15.114 I 7 -11-0 1 12-0-0 Vi a' `b; , - ' :. SCORE - i•^ B101124 Centex �auaam I KIPBOSUild Summer Creek Townhomes Bld 22 15x77 SE 98th S Ave Tigard, Oregon - ► - 1 p; . Clackamas, OR 97015 6/12 PITCH w/ 12" OH ; 8/12 PITCH w/ 12" %PLAIIT0C 0: (503) 557 -8404 CF.RTIFTF.DPT,ANT F: (503) 557-8428 25/10/0/5 LOADING w/ 100 MPH WIND - EXP B 8 -25 -2010 n 1 / ., rir (r Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6 -4 -8 dimensions shown in ft- in- sixteenths Damage or Personal Injury r� Dimensions are in ft -in- sixteenths. I I (Drawings not to scale) 11 Apply full py lates embed to both sides teeth of truss 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 0 _ 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves Ilr TOP CHORDS may require bracing, or alternative T, I, or Eliminator _ bracing should be considered. F� 4 3. 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 p = O O designer, erection supervisor, property owner and plates 0 'na from outside a all other interested parties. edge of truss. 0 C7-8 C6-7 C5-6 I 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 joint and embed fully. Knots and wane at joint required direction of slots in 8 7 6 5 locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be surtably protected from the environment in accord with ANSI/TPI 1. • Plate location details available in MiTek 20/20 software or upon request. $ JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not t notexceeed 19% at moisture time e off 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 LATERAL BRACING LOCATION PRODUCT CODE APPROVALS Indicated are minimum plating requirements. ICC -ES Reports: 12 Lumber used shall be of the species and size, and in all respects, equal to or better than that (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, BEARING or less, if no ceiling is installed, unless otherwise noted I 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 MiTekO All Rights Reserved approval of an engineer. ■1/110 reaction section indicates joint number where bearings occur. tl•ill ® 17 Install and load vertically unless indicated otherwise. 18 Use of green or treated lumber may pose unacceptable �� envtronmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI /TPI1: National Design Specification for Metal 1 9. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. I")! ' • T e I( and pictures) before use Reviewing pictures alone DSB -89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 2 0 . Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.:' ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev. 10-'08 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 22 FLOOR 1 R32094371 . B101124 -FT1 A06 ROOF TRUSS 2 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladeamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 1514 01 2010 Page 1 ID asGZIShALuw? vs2kYxGUeMykErK- asGZIShALuw ?vs2kYxGUeMfnYfsoXnSldJfizlykErK 2 -11.8 2.11.8 ]r6 = L4 II Scek • 1 106 2 1 3 h4 0 456 = 2 -11.8 2 -11 -8 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 4 >999 240 MT20 220/195 TCDL 7 0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 3 -4 >999 180 BCLL 0.0 • Rep Stress Ina NO WB 0 00 Horz(TL) -0.00 3 n/a n/a BCDL 10 0 Code IRC2006/TP12002 (Matrix) Weight 30 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD 2 -0.0 oc purlins 1 -2, except end verticals. BOT CHORD 2 X 6 DF No 2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s) 1, 2 REACTIONS (lb /size) 4= 112 /Mechanical, 3= 112/0 -5 -8 (min 0-1 -8) Max Uplift4= -24(LC 3), 3= -24(LC 3) FORCES (Ib) - Max. Comp /Max Ten. - All forces 250 (Ib) or less except when shown • • 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 0-9-0 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 distnbute only loads noted as (F) or (B), unless otherwise indicated 3) 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 4) Provide adequate drainage to prevent water ponding 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. 7) A plate rating reduction of 20% has been applied for the green lumber members 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 24 lb uplift at joint 4 and 24 lb uplift at joint 3 10) This truss is designed in accordance with the 2006 International Residential Code sections R502 11.1 and R802 10 2 and referenced standard ANSI/TPI 1 Q J p PR OF 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss � \ K $ - N GI N it? .0 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails G J LOAD CASE(S) Standard � • � E 2 9� • / .o O- • 0) ,t)f - -2.\ EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING Penf), design parameters and READ NOTES ON TIllS AND INCLUDED MITEK REFERENCE PAGE MD'747a rev. I0 -'08 BEFORE USE. �' Design valid for use only with Mirek connectors This c design based only upon parameters shown, and is for an Individual budding component .� Applicability of design param enters and proper Incorporation of component Is responsibility of budding designer - not truss designer Bracing shown is le, lateral support of individual web members only Additional temporary bracing to insure stability during construction B the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding „•. labrrcation, qualify control, storage, delivery. erection and bracing, consult ANSI /IPII Quality Criteria, DSB489 and [SCSI Building Component 7777 Greenback Lana, Suite 109 Safety Information available horn Truss Plate Institute, 281 N Lee Street, Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 FLOOR 1 R32094370 B101124-FT1 A05 ROOF TRUSS 2 n L Job Reference (optional) Pro -Bold Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 1514 01 2010 Page 1 ID esGZIShALuw7vs2kYxGUeMykErK- asGZIShALuw7vs2kYxGUeMfm 7fscXnS1dJfizlykErK 3.8.8 - 3.8-8 3 s 6 = 20 tt Scab • 1 108 2 . " Ia8— 1 1 ■1 11 3.8.8 3-88 Plate Offsets (X,Y). (1.0- 2- 8,0- 1- 81,13.0- 2- 8,0 -2 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0 09 Vert(LL) -0.00 4 >999 240 MT20 220/195 TCDL 7 0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0 00 3-4 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0 00 Horz(TL) -0 00 3 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 (Matrix) Weight: 37 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD 2 -0-0 oc purlins 1 -2, except end verticals. BOT CHORD 2 X 6 DF No 2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s). 1, 2 REACTIONS (lb /size) 4= 143 /Mechanical, 3= 143/0 -2 -0 (min 0-1 -8) Max Uplift4= -30(LC 3), 3= -30(LC 3) FORCES (Ib) - Max Comp /Max. Ten - All forces 250 (Ib) or less except when shown. NOTES 1) 2 -ply truss lobe 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 0-9 -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 distnbute only loads noted as (F) or (B), unless otherwise indicated. 3) 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 nght exposed , Lumber DOL =1.33 plate grip DOL =1 33 4) Provide adequate drainage to prevent water ponding. 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 7) A plate rating reduction of 20% has been applied for the green lumber members 8) Refer to girder(s) for truss to truss connections 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3 10) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 30 lb uplift at joint 4 and 30 lb uplift at joint 3. F'N PR Or 11) This truss is designed in accordance with the 2006 International Residential Code sections R502 11 1 and R802 10.2 and sc"" ss referenced standard ANSI/TPI 1. - ' LNG �' E6;9 �(2 f e 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 2 9 13) Desgn assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails E r" • LOAD CASE(S) Standard EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verrfj design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII 7473 rev. 10-'08 BEFORE USE. 0:11•44, Design valid for use only •w.Ih MTek connectors Thk design a bused only upon parameters shown, and is for an nidividual building component Applrcabtrty of design poramenlers and proper incorporation of component Is responsibility of building designer - not truss designer Bracing shown k for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction a the responsbllity of Iho MiTek' erector Additional permanent bracing of the overall structure 5 the responsibility of the building designer For general guidance regarding PI.IIKR TO • fabrlcotron. quality control. storage. delivery. erection and bracing. consult ANSI /TPII Quality Criteria, DSB•039 and SCSI Building Component 7777 Greenback Lxxx. Suite 109 Safely information available from Truss Plate Institute. 281 N. lee Street. Suite 312. Alexandria, VA 22314 Citrus Heights. CA, 95810 Job Truss Truss Type City Ply CENTEX - SUMMERCREEK BLD 22 FLOOR 1 R32094369 . B101124 -FT1 A04 ROOF TRUSS 2 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15.14 01 2010 Page 2 ID asGZIShALuw'' vs2kYxGUeMykErK- asGZIShALuw ?vs2kYxGUeMfmufrCXkoldJfizlykErK LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-123(F) • rel o r c r t , r u u l s o , - . , m a r - h a m s . , , r te - , _ sr.4a.. ,wr -'- - m . � mss r_ scv. z.c:a 4 •:m r e.� x a�,r �rsai z r� .,.._ .r .,.�.•. me ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.747.3 rev. 10 '08 BEFORE USE. :. ; eso Rq Design valid for use only with Mitch connectors The design k based only upon parameters shown. and o for an individual budding component . 1.I Applicability of design paramenters and proper incorporation of component Is responsibility of budding designer - not truss designer Bracing shown C1 is for lateral support of individual web members only Additional temporary bracing to insure stubbly during construction a the responsibillrty 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 bracin consult AN51 /1PI1 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, suite 109 Solely Information avaiable from truss Plate Institute, 281 N Lee Street, Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 FLOOR 1 R32094369 i B101124 -FT1 A04 ROOF TRUSS 2 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 1514 00 2010 Page 1 ID 5fiBY6gYabo811TX7EIF59ykErL- 5fiBY6gYabo8liTX7EIF596b8FWzolmuOfw9RJykErL I 4 -1 -0 I 8-2-0 v 4 -1.0 4 -1 -0 I 6csk • 1 156 3x6 = 2,4 II 3x6 = 1 2 3 1 - - 3 7 3 5 840626.2 4112 = 6 214 II 4 2x4 11 I 4.1-0 I 7 -8-8 08-2.08 4-1-0 3 7 -8 1 0 -5-8 Plate Offsets (X.Y) 11 0- 2- 0,0- 1- 8),13:0 -2- 0,0-1 -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 10 Vert(LL) -0.02 5 >999 240 MT20 220/195 TCDL 7 0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0 04 5 >999 180 BCLL 0 0 • Rep Stress Incr NO WB 0 22 Horz(TL) -0 00 6 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 (Matrix) Weight 81 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD 2 -0 -0 oc purlins (6 -0 -0 max )- 1 -3, except end verticals BOT CHORD 2 X 6 DF No 2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing ' WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s) 1, 3 REACTIONS (lb /size) 6= 400/0 -5-8 (min 0 -1 -8), 4= 385/0 -5-8 (min 0 -1 -8) Max Uplifl6= -94(LC 3), 4= -88(LC 3) FORCES (Ib) - Max. Comp /Max. Ten - All forces 250 (Ib) or less except when shown. , TOP CHORD 1 -6 =- 306/95, 1 -2 =- 980/236, 2 -3 =- 980/236, 3-4 =- 306/95 WEBS 1 -5 =- 240/1000, 2 -5 =- 283/138, 3-5 =- 240/1000 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 -9-0 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) 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 nght exposed , Lumber DOL =1 33 plate grip DOL =1 33 4) Provide adequate drainage to prevent water ponding. 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. 7) A plate rating reduction of 20% has been applied for the green lumber members 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 94 lb uplift at joint 6 and 88 lb uplift at joint 4. p PRO 9) This truss is designed In accordance with the 2006 International Residential Code sections R502 11 1 and R802 10 2 and referenced "<(- FF °5 standard ANSI/TPI 1 �� 5 � NGINE6- v, 10) "Fix heels only" Member end fixity model was used in the anal and design of this truss 'C 7 '9 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails A: !• PE' r 12) Use Simpson Strong -Tie HHUS26 -2 (14 -10d Girder, 4 -10d Truss) or equivalent at 3 -7 -0 from the left end to connect truss(es) A05 (2 ply 2 X 6 DF) to front face of bottom chord � 13) Fill all nail holes where hanger is in contact with lumber 9 . ,/ { Y LOAD CASE(S) Standard <C‘A ORE 1) Regular. Lumber Increase =1 15, Plate Increase =1 15 43 T� - Uniform Loads (3 —64, 4-6=-20 9 ,, / S \ NG� = Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 6 ncrit12217!W1157501145aMIrt vsgr ,srr ..,^-,Gec :,'In .�:xaa .sk. ;_ isucax�,rsYts6l:11Pvbtsr- s�+.6.16 .6.16-a n7ti: V,:INICLEIse z1 ® WARNING Verify design parameters and READ NOTF -S ON MS AND INCLUDED PUT£K REFERENCE PAGE Nil -7473 roe. 10 '08 BEFORE USE. >:e s, e l Design valid for use only Will Mnek connectors This design is based only upon parameters shown, and is loran individual budding component 3 � Applicability of design paramenters and proper incorporation of component Is responslbiity of holding designer - not truss designer Bracing shown 666111 is for lateral support of individual web members only Additional temporary bracing to insure stablity during constructions the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the huSding designer For general guidance regarding w .a fabrication. quality control, storage. deirvery, erection and bracing. consult ANSI /TPII Quality Criteria, D5B -89 and BC51 Building Component 7777 Greenback Lane, Srille 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 Oty Ply CENTEX - SUMMERCREEK BLD 22 FLOOR 1 R32094368 B101124-FT1 A03 ROOF TRUSS 3 • 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 14 00 2010 Page 1 ID 5tBY6gYabo811TX7EIF59ykErL- 5fiBY6gYabo8liTX7EIF596aTFV2oDDuOfw9RJykErL 5-2-1 I 16515 I 15-8-0 5.2.1 5.3.13 5 2 -1 Scels = 1 26 5 356 = 254 I I 4512 = 254 I I 2 3 4 { w w Y iii, A r 6 5 45I2 = 2■4 II 6 356 = 254 II 5 -2 -1 I 10.5.15 I 15-8-0 l 5-2 -1 5 -3-13 5-2 -1 Plate Offsets (X,Y) 11 0-1- 12,0 -1- 81.15:0- 2- 4,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) 1 /deb Lid PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0 14 Vert(LL) -0 12 6 -7 >999 240 MT20 220/195 TCDL 7 0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.28 6 -7 >670 180 BCLL 0 0 • Rep Stress Ina NO WB 0 58 Horz(TL) 0 03 5 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 (Matrix) Weight: 131 lb FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD 2 -0.0 oc purlins (6-0 -0 max) 1 -4, except end verticals BOT CHORD 2 X 4 DF 2400F 1 7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at JI(s)• 1, 4 REACTIONS (lb /size) 8= 646/0 -2 -0 (min. 0 -1 -8), 5= 646/0 -2 -0 (min 0 -1 -8) Max Uplift8=- 136(LC 3), 5=- 136(LC 3) FORCES (lb) - Max Comp /Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 1- 8=- 590/157, 1- 2=- 2569/542, 2- 3=- 2569/542 BOT CHORD 6-7 =- 542/2570, 5- 6=- 542/2570 WEBS 1 -7 =- 550/2608, 2- 7=- 349/166, 3 -5 =- 2608/550 ` 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 4 - 1 row at 0 -9-0 oc Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc - 1 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) 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 nght exposed , Lumber DOL =1.33 plate grip DOL =1 33 4) Provide adequate drainage to prevent water pending. 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 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to beanng plate at Joint(s) 8, 5 QED P ROFF 9) Prot Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 136 lb uplift at Joint 8 and 136 lb uplift at <K G `sdj 10) This truss is designed in accordance with the 2006 International Residential Code sections R502 11 1 and R802 10 2 and <�\ �/ 9 O1- referenced standard ANSI/TPI 1. ,C:..., if - r 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss .. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. / LOAD CASE(S) Standard FR S . - 0 EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING Vcnfij deign parameters and READ NOTES ON 77115 AND INCLUDED MITER' REFERENCE PAGE MR 7473 rcc. 10 -'08 BEFORE USE. ::!.,,,j'.- Y �' Design valid for use only with Weir connectors risk design's based only upon parameters shown, and k for on Individual building component •'e° Appkcabirty of design par anhenters and proper Incorporation of component is responsibility of building designer - not truss designer Bracing shown ` . °^ s for lateral support of individual web members only Additional temporary bracing to insure stability during construction s the responsibility of the MiTek' erector Addirional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding fabrication quality control. storage. delivery. erection and braving, consult ANSI /f Pll quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlormallon avalabie from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 I Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 FLOOR 1 R32094367 6101124 -F11 A02 FLOOR 3 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 2515:13 59 2010 Page 1 ID dT8pKmfwpHgHgYuLRWDOZxykErM-dT8pKmfwpHgHgYuLRWDOZxapar8031ZkA7AbusykErM - I 3.11.14 I 7 -10.0 1 11 -6.2 f 15.8 -0 I - 3.11 -14 3- 10.2 3-10-2 3 -11 -14 Goals • 1 26 5 294 II are = 3910 = 3910 = 2 396 = 3 4 5 mt■xi Nom PI mtmi � �� A tw w m∎ A OM 9 9 7 3910 = �� 3910 = 3910 = 294 II 214 II I 3 -11 -14 7 -10-0 1 11 -8-2 f 15-8-0 f f 3 -11 -14 3-10-2 3-10-2 3 -11 -14 Plate Offsets (X,Y) 11 0.3 -4,0 -1 -81.15 0-3-4,0-1-81, 17:0-3-4,0-1-81,19:0-3-4.0-1-81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1 00 TC 0.15 Vert(LL) -0.15 8 >999 480 MT20 220/195 TCDL 10 0 Lumber Increase 1 00 BC 0 21 Vert(TL) -0.26 8 >716 360 BCLL 0 0 Rep Stress Incr NO WB 0 73 Horz(TL) 0 02 6 n/a n/a BCOL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 132 lb FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD 2 -0-0 oc purlins (6-0 -0 max) 1 -5, except end verticals BOT CHORD 2 X 4 OF 2400F 1 7E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb /size) 10= 846/0 -5 -8 (min 0 -1 -8), 6= 846/0 -5-8 (min 0-1 -8) FORCES (Ib) - Max Comp. /Max Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-810/0, 1 -2 =- 2803/0, 2 -3 =- 3670/0, 3-4=-3670/0, 4 -5 =- 2803/0, 5 -6= -810/0 BOT CHORD 8- 9= 0/2803, 7 -8= 0/2803 WEBS 2 -9 =- 615/0, 3 -8 =- 358/0, 4 -7 =- 615/0, 1 -9= 0/2875, 2 -8= 0/889, 4 -8= 0/889, 5 -7= 0/2875 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 4 - 1 row at 0 -9 -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) A plate rating reduction of 20% has been applied for the green lumber members. 4) This truss is designed in accordance with the 2006 International Building Code section 2306 1 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) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails 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 LOAD CASE(S) Standard ����N� PN O q ` Q � / �9 J < .. ,. F? M 1\ S NCB EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING • Verify design paramet ers and READ NOTES ON 71115 AND INCLUDED ASTER REFERENCE PAGE 1411 -7478 rev. 10 '08 BEFORE USE. 1 Design valid for use only w,th MTek connectors. This design is based only upon parameters shown, and k lor an individual budding component r p.1 1 Appiicabdity of design poiamenters and proper incorporation of component Is responslbiity of budding designer - not truss designer Bracing shown is for lateral support of individual web members only Additional Temporary bracing to insure stabiity during construction rs the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding newts TO labricalion, quality control. storage, detrvory, erection and bracing. consult AN51 /TPI1 Qualify Criteria. 050 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information evadable horn Truss Plato Institute. 281 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type thy Ply CENTEX - SUMMERCREEK BLD 22 FLOOR 1 R32094366 • B101124 -FT1 A01 FLOOR 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc. Wed Aug 25 15 13 59 2010 Page 1 ID dT8pKmfwpHgHgYuLRWDOZxykErM- dT8pKmfwpHgHgYuLRWDOZxaPZr8L3 )HkA7AbusykErM 3.11 -10 l 7 -9-8 t 11 -7 -8 I 15-7 -0 I 3 -11 -10 3 -9-14 3 -8-14 3 -11 -10 Scab • 1 28 4 2x4 II 3x6 = 3,10 = 1 3x10 = 2 3x6 = 3 4 5 �- w A w wttr�I PI ■vim y ur•ni tip �- Y 1ii1 Jus24 -2 7 = M 11 9 8 7 �� 3x10 = 3x10 = M. 2,4 II 2,4 II I 3 -11 -10 I 7.9.8 t 11-7-8 I 15.7 -0 3 -11 -10 3 -9-14 3 -9-14 3 -11 -10 Plate Offsets(X,Y): 11:0- 3 -0,0 -1 -81,15 0-3 -0,0 -1 -81,17 0- 3 -0,0 -1 -81,19 0- 3- 0,0 -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 0.15 Vert(LL) -0 14 8 >999 480 MT20 220/195 TCDL 10 0 Lumber Increase 1 00 BC 0.21 Vert(TL) -0 26 8 >705 360 BCLL 0 0 Rep Stress Incr NO WB 0.75 Horz(TL) 0 02 6 n/a n/a BCDL 5 0 Code IBC2006/TP12002 (Matrix) Weight: 131 lb FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1 7E TOP CHORD 2 -0 -0 oc purlins (6-0 -0 max.): 1 -5, except end verticals BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2x4DFStdG REACTIONS (lb /size) 10= 869/0 -5 -8 (min 0 -1 -8), 6= 849/0 -5 -8 (min. 0-1 -8) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -10= 830/0, 1 -2 =- 2873/0, 2 -3 =- 3696/0, 3-4=-3696/0, 4 -5 =- 2806/0, 5-6= -813/0 BOT CHORD 8- 9= 0/2873, 7- 8= 0/2806 WEBS 2 -9 =- 602/0, 3-8 =- 357/0, 4-7=-619/0, 1 -9= 0/2947, 2 -8= 0/844, 4 -8= 0/913, 5 -7= 0/2878 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 4 - 1 row at 0-9 -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 distnbute only loads noted as (F) or (B), unless otherwise indicated 3) A plate rating reduction of 20% has been applied for the green lumber members 4) This truss is designed in accordance with the 2006 International Building Code section 2306.1 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) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails 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. 8) Use USP JUS24 -2 (With 16d nails into Girder 8 16d nails into Truss) or equivalent at 3 -6 -8 from the left end to connect truss(es) A06 (2 ply 2 X 6 DF) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber ����p P R O F FS �n,_ kS LOAD CASE(S) Standard ., , .., 9 �cz 1) Floor: Lumber Increase =1 00, Plate Increase =1.00 2 9 Uniform Loads (plf) , ,. Vert 6- 10 = -10, 1 -5= -100 `� .4. / �� Concentrated Loads (lb) Vert 11= -35(8) l ' 1 R S C \N ' EXPIRATION DATE: 06/30/12 August 25,2010 188"1 I ;.' re am ,, '02 3. ,c..7= 1n • - ,..,tom E, ,.�i.,S4I. •:.'E1111e0/ lL 'MR"_ �M111s30:1R111•PRIR Y+,;" ' :-fc• '3iT 47:sS�J.- 1=t,i '45f)Si111FiZEL7FFJ' ® WARNING - Vm ffy design parameters and READ NOTES ON 771IS AND INCLUDED ATITEK REFERENCE PAGE Mr1 7473 roe. I0 '08 BEFORE USE. n, rq r; Design valid for use only with Mff ek connectors This design is based only upon parameters shown, and is for an Individual building component "'"° �pq,Tf Applicability of design paramenters and proper incorporatlon of component is responsibility of budding designer - not truss designer Bracing shown 1 a_-t °x 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 budding designer For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing, consult ANSI /IPi1 Quality Criteria, 096.89 and BCE Building Component 7777 Greenback Lane. Suite 109 Safely Information evadable from Truss Plate Institute, 281 N Lee Street, Suite 312. Alexandria. VA 22314 Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BID 22 FLOOR 1 R32094365 - B101124 -FT1 8 -FT FLOOR 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015-1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13 58 2010 Page 1 ID 9HaR7Qf12zYQ20K9tpin0kykErN- 9HaR7Qfl2zYQ20K9tpin0k1D6SnOKO _bxLR2MQykErN _ I 2 -3.0 I l 1-1.0 t Scale . 1 165 413 = 1 3c6 it 2 3 31 = a L4 II 5 459 = 6 3a4 11 III III ' fi1 . II_ II 10 „ 9 - - 6 _ // 6 3. 7 � 359 = / axB = 156= 2 'q 10.10.0 l 2 1460 Plate Offsets (X,Y): I 1:Edge,0 -1 -8). 12'0- 2- 5,Edge), 15.0- 3- 3,Edge1,17 Edge,0 -1 -81, (8 0- 2- 0,Edge), 19 0- 1- 12,Edge), (10:Edge,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 26 Vert(LL) -0 05 9 >999 480 MT20 220/195 TCDL 10 0 Lumber Increase 1 00 BC 0 28 Vert(TL) -0.12 7 -8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0 24 Horz(TL) 0 02 7 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight: 52 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.18BIr 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= 582/0 -5 -8 (min 0 -1 -8), 7= 582/0 -2 -0 (min. 0-1 -8) FORCES (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2 -3 =- 1486/0, 3- 4=- 1492/0, 4- 5=- 1494/0 _ BOT CHORD 9-10= 0/1067, 8- 9= 0/1495, 7- 8= 0/1064 WEBS 2 -10= 1165/0, 2- 9= 0/461, 5 -7 =- 1162/0, 5-8 =0/471 NOTES _ 1) A plate rating reduction of 20% has been applied for the green lumber members 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 3) This truss is designed in accordance with the 2006 International Building Code section 2306 1 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 �� QED P R OFF ,_5 NGIN 9 s% 2 sci - 3 7 V. /" ; 7,0 Olt- . •°) M F R S.1\ N = EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MURK REFERENCE PAGE HIT-74 res. 10 '08 BEFORE USE. � ` i Design valid for use only with MiTek connectors This design a based only upon parameters shown, and s for on indrvxluol balding component ° , Apphcablity of design paramenfers and proper incorporation of component is responsibiii of budding designer - not truss designer Braceng shown 7 `'• FJ a for lateral support of individual web members only Additional temporary bracing to ensure stabiity during construction is the responsibility cf the M iTek' erector Additional permanent bracing of the overall structure Is the responsibility of the buiding designer For general guidance rogardeig fabrication. quality control. storage. delivery. erection and bracing. consult ANSI /TPII Qualify Criteria. 050.89 and BCSI Building Component 7777 Greenback Lana, Suite 109 Safety Information evadable from Truss Plate institute. 281 14 Lee Street. Suite 312" Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 FLOOR 1 R32094364 B101124-FT1 7 -FT FLOOR 19 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 1513 58 2010 Page 1 ID 9HaR70( I2zYQ20K9tpinOkykErN- 9HaR70fl2zY020K9tpinOkl B7SI7KMYbxLR2MQykErN 2-6-0 I 2-4-8 I I 14 -0 Scsb • 1 199 4,8 = 2x4 II 1 854 II 2 3 4 244 II 5 458 = 6 3.4 II w tttttttltw' IX Bital iM■ ' is e ' e 1 , 8 B 7r8 7 A 748 = 4410 = 4410 = I 11 -11 -8 11 -11 -8 Plate Offsets (X,Y) f1. Edge, 0 -1 -81 ,12:0- 3- 4,Edge),13 1- 8,Edge), 14:0- 1- 8,Edge), 15 0- 2- 6,Edgel, f7 Edge,0 -1 -81, 18 0- 1- 8,Edge1,19:0-1- 8,Edgel, 110 Edge,0 -1 -8) LOADING (psi) SPACING 2 -0-0 CSI DEFL in (roc) I /defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0 38 Vert(LL) -0.10 7 -8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 040 Vert(TL) -0.23 7 -8 >612 360 BCLL 0.0 Rep Stress lncr YES WB 0.33 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight 55 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= 644/0 -5 -8 (min. 0 -1 -8), 7= 644/0 -2 -0 (min. 0-1 -8) FORCES (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3 =- 1816/0, 3-4 =- 1819/0, 4 -5 =- 1816/0 BOT CHORD 9- 10= 0/1303, 8- 9= 0/1819, 7- 8= 0/1304 WEBS 5 -7 =- 1403/0, 2- 10=- 1402/0, 5-8= 0/647, 2 -9 =0/653 NOTES 1) Unbalanced floor live loads have been considered for this design. 'e 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 at joint(s) 7. 4) This truss is designed in accordance with the 2006 International Building Code section 2306 1 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 LOAD CASE(S) Standard <(-�Ep PR ,� �� :::% Q / ..,: - 0, T 6' / N � �� • S R S• -OA EXPIRATION DATE: 06/30/12 August 25,2010 a • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 rev. 10-'08 BEFORE USB. n y ®�' Design valid for use only with Mifek connectors fhk design k based only upon parameters shown, and a for an indvidual budding component 1 -- g, Appltcublity of design commenters and proper incorporation of component is responsibtity of budding designer - not truss designer. Bracing shown - for lateral support of individual web members only Additional temporary bracing to Insure stabdily during construction s the responsibthly of the MiTek4 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 /7PI1 Duality Criteria, 058 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avalable from Truss Plato Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314 Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 FLOOR 1 R32094363 - B101124 -FT1 6 -FT FLOOR 8 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13 57 2010 Page 1 ID h h412v4egHgQZRElyJ5BYUWU ?x2KIbw8RuhUgykEr. 2.e -0 1 _ 0-10.0 1 1 1.4.0 I '4 Scar. 1 263 354 II 4.10 = L4 II 4.4 = 254 II 4.10 = 3s4 II 1 2 3 4 5 356 = 0 7 6 -1'. ii ���� L4I ____ , 1"7111110-"_111q10 I `' cs \V j . .ill �i = 1 �'4.e 13 12 1 9 A� 4110= 254 II 2.4 II 410= ■19 = 1 1S &0 15.8-0 t Plate Offsets (X,Y) f1:Edge,0 -1 -81, f4 0- 1- 8,Edge1, 15.0- 1- 8,Edgel, f9.Edae,0 -1 -81, I11 0- 1- 8,Edgel, f12 0.1- 8,Edge1, 114 Edge,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1 /dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0 48 Vert(LL) -0.18 10-11 >999 480 MT20 220/195 TCDL 10 0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0 32 10-11 >581 360 BCLL 0.0 Rep Stress Ina YES WB 0.28 Horz(TL) 0 06 9 n/a n/a BCDL 5 0 Code IBC2006/TP12002 (Matrix) Weight 88 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No 1 &BV 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= 848/0 -2 -0 (min 0 -1 -8). 9= 848/0 -2 -0 (min 0-1-8) FORCES (Ib) - Max Comp. /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3 =- 2782/0, 3-4 =- 2798/0, 4 -5 =- 3092/0, 5-6=-2858/0, 6-7 =- 2814/0 _ BOT CHORD 13- 14= 0/1817, 12- 13= 0/3087, 11- 12= 0/3092, 10 -11= 0/3092, 9 -10= 0/1813 WEBS 7 -9 =- 1950/0, 2 -14 =- 1955/0, 7 -10= 0/1092, 2 -13= 0/1051, 6-10 =- 300/0, 5 -10 =- 557/94, 4 -13 =- 670/56 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 at joint(s) 14, 9. 4) This truss is designed in accordance with the 2006 International Building Code section 2306 1 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. LOAD CASE(S) Standard �� P R QFF ` 5 'rS c6 .\. �NGI ■ Elc /0 � 9 ��in ' . - E r / -o Or,' Gi N. -9 � - l . 4.- I ' FR ` S " \'C' - EXPIRATION DATE 06/30/12 August 25,2010 Q• : -T -.. .:�,...- .,'�. "•r+Pr51 -, - r.. -, , -...x.. ..'..-+J. .. -r., .T. ..v 5. .5, -- - q., - _ < ,.- uW- 5. , - •..t. , - . .1- A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI 7473 rev. 10 '08 BEFORE USE. ills,. ME Design valid for use only with Mitch connecters This design is based only upon parameters shown, and 6 for art individual buid:ng component. Applicobdity of design poramenters and proper incorporation of component is responsibdily of budding designer - not truss designer Bracing shown is for lateral support of Ind,viduat web members only Additional temporary bracing to insure stabiity cluing construction Is the responsbolity of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility 01 the budding designer For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/PH Quality Criteria, DSB -B9 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely information evadable born Truss Plate institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 FLOOR 1 R32094362 B101124-FT1 5 -FTDS FLOOR 3 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13 56 2010 Page 1 ID DuTgikdl WMtip4AmmOgJxJykErP- DuTgikdl WMIIp4AmmOgJxJykdezgsQ11T2yxlXykErP I 2 -6-0 I 1-3-8 I I 2 -0-0 I I 1 a -0 I Stele • 128 3 354 I I 254 I I 458 = 254 II 4.10 = 354 II 1 2 458 = 3 4 5 455 = 8 7 8 fl II_ � l 1 ♦ ♦♦♦.♦♦•♦•.♦.♦♦♦♦♦♦•♦♦.•.♦♦•.•1� 12 I I 10 9 IYI ►������.�.�.�.���.�.��.� 2,4 2,4 II 4510 = IILLVV 458 = 458 = 4,8 = 1S &0 15-8-0 Plate Offsets (X,Y) f1 •Edge,0 -1- 81,12'0-3- 8,Edge), 14:0- 1- 8,Edge),15 0- 1- 8,Edee), f9 Edge,0 -1 -81, Ill , 0 -1 -8,0 -0-01, 112:0- 1- B,Edgef, 113:0- 3- 12,Eduef, (14 Edge,0 -1 -81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0 83 Vert(LL) -0 24 10-11 >579 480 MT20 220/195 TCDL 10 0 Lumber Increase 1.00 BC 0 77 Vert(TL) -0.35 10-11 >395 360 BCLL 0 0 Rep Stress Incr YES WB 0 51 Horz(TL) 0 04 9 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (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 5 -6 -0 oc puffins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF SW 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 (lb /size) 14= 195/4 -2 -0 (min 0 -1 -8), 9=617/0-2-0 (min. 0 -1 -8), 13= 884/4 -2 -0 (min 0-1 -8) Max Horz 14= 110(LC 14) Max Uplift14=- 966(LC 7), 9= -14(LC 8), 13=- 418(LC 8) Max Grav14= 1243(LC 15), 9= 800(LC 7), 13= 1715(LC 2) FORCES (Ib) - Max Comp /Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 1- 2=- 970/970, 2- 3=- 2885/3110, 3-4 =- 2349/2576, 4 -5 =- 3325/1772, 5 -6 =- 3822/1638, 6-7 =- 2874/652, 7 -8 =- 998/998 BOT CHORD 13 -14 =- 2809/3660, 12 -13 =- 1148/2701, 11- 12=- 1148/2701, 10 -11 =- 1146/2702, 9 -10= 138/1693 WEBS 7 -9 =- 1821/149, 2 -14 =- 2956/2659, 7 -10 =- 263/990, 2 -13 =- 2073/1591, 6 -10 =- 363/0, 5 -10= -525/ 1261, 4-13=-2114/211, 4-12=-55/384, 5-11 =- 316/64 NOTES 1) Unbalanced floor live loads have been considered for this design �� PR e 2) A plate rating reduction of 20% has been applied for the green lumber members F • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9 c;\ Cal N � 4) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 966 lb uplift at joint 14, 14 lb uplift at joint c ' 9 0 9 and 418 lb uplift at Joint 13 ((7 5) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 f.., 9 r 6) 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 -2 -0 for 1428 7 plf 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 8) 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 , �0) to be attached to walls at their outer ends or restrained by other means A , � LOAD CASE(S) Standard 7 r L 1 G 1j MF R s. - ° EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE 1411.7473 rev, 10 '08 BEFORE USE �� m Design valid for use only with M7ek connectors Ohs design s based only upon parameters shown, and rs for an ndividual budding component. y -� -. Cy • Applicabiily of design paramenters and propel incorporation of component is responsibiity of budding designer - not truss designer Bracing shown - 10 s for lateral support of individual web members only Additional temporary bracing to Insure stablity cluing construction is the responsibility of the MiTek• erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding - .a fabrication, quality control, storage. deinery, erection and bracing. consult ANSI /TPIl Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable irons Truss Plate Institute, 281 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95810 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 FLOOR 1 R32094361 B101124-FT1 5 -FT FLOOR 27 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc. Wed Aug 25 15 13 55 2010 Page 1 ID lIvIVOcP IIvIVOcPI39rBxbaCg9405PfSEeH70e9F000I5ykErQ 1 2 -6-0 1 _ 0.100 , l 1.4.0 1 1. 0c415.1263 354 II 4.10 = 214 II 4.4 = 204 II 4810 = 3s4 II 1 2 3 4 5 356 = 6 7 B tl �� iii I11 rAll T Iii �� 406 = - Li A 13 12 11 10 9 0 4510 = 284 II 2.4 II 4010 = 486 = I 15-8-0 1560 1 Plate Offsets (X,Y) 11 Edge,0 -1 -81, f4 1- 8,Edge),15:0- 1- 8,Edgel, 19:Edge,0 -1 -81. 111.0.1- B,Edge), 112.0.1- 8,Edae1,114 Edge,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 48 Vert(LL) -0.18 10-11 >999 480 MT20 220/195 TCDL 10 0 Lumber Increase 1 00 BC 0 73 Vert(TL) -0.32 10-11 >581 360 BCLL 0 0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight 88 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.18Btr 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= 848/0 -2 -0 (min 0 -1 -8), 9= 848/0 -2 -0 (min 0-1 -8) FORCES (Ib) - Max. Comp. /Max- Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3 =- 2782/0, 3-4 =- 2798/0, 4 -5 =- 3092/0, 5-6 =- 2858/0, 6-7 =- 2814/0 _ BOT CHORD 13- 14= 0/1817, 12- 13= 0/3087, 11- 12= 0/3092, 10- 11= 0/3092, 9- 10= 0/1813 WEBS 7 -9 =- 1950/0, 2 -14 =- 1955/0, 7 -10= 0/1092, 2 -13= 0/1051, 6 -10 =- 300/0, 5 -10 =- 557/94, 4 -13 =- 670/56 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 beanng plate at loint(s) 14, 9 4) This truss is designed in accordance with the 2006 International Building Code section 2306 1 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 slrongbacks, 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 cc 1 , t— r•• , 9 / r ` ' 4E R S. _ 1 EXPIRATION DATE: 06/30/12 August 25,2010 - ® WARNING - Verify design parameters and READ NOTES ON TS AND INCLUDED MITEKREFERENCE PAGE M17-7473 rev. I0 '08 BEFORE USE. �' HI Design valid for use only with Mitch connectors This design Is based only upon parameters shown. and a for an individual building component Applicability of design commenters and proper incorporation of component is responsibility of budding 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 responsibdlily of the IY p/d IiTek• erector Additional permanent bracing of the overall structure Is the responsibility of the building designer For general guidance regarding ,. .. fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 281 N Lee Street, Suite 312. Alexandria, VA 22314 Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 FLOOR 1 R32094360 B101124-FT1 4 -FT FLOOR 6 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MrTek Industries, Inc Wed Aug 25 15 13 54 2010 Page 1 ID HVLwH3bn _I1_an00ezersuykErR- HVLwH3bn 11 an00ezersusTfgkdOYD90kTgDfykErR I 2.6.0 I 0 1 3 I 1 .4.0 4 6c le • 1330 3x4 II 4r10 = 214 II 4r6 = 34 II 2x4 II 4x10 = 354 II 1 2 3 4 5 6 7 9x6 = 6 9 ID A ' \ice " -\ii .. 1y, 15 14 13 12 II 456 = 4.10 = 4x4 = 214 II 4x10 = 458 = I 8.8 -o 1 9-2.0 1 41ao I 17 -10-8 8 -8-0 a6.0 as -0 8-0-8 Plate Offsets (X,Y) 11 Edge,0 -1 -81, 14 2- 9,Edge1, 15 0- 1- 8,Edgel. f6 0- 1- 8,Edgel, 111 Edge,0 -1 -81, 113 0- 1- 8,0 -0 -01, 114:0- 1- 8,Edge1. 116 Edge,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) 1/deft lid PLATES GRIP TCLL 40 0 Plates Increase 1 00 TC 0.54 Vert(TL) -0 27 14 >791 480 MT20 220/195 TCDL 10.0 Lumber Increase 1 00 BC 0.69 Vert(TL) -0.47 13 -14 >451 360 BCLL 0 0 Rep Stress Incr YES WB 0 35 Horz(TL) 0 08 11 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight 97 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 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 (lb /size) 16= 972/0 -5 -8 (min 0 -1 -8), 11= 972/0 -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 =- 3396/0, 3-4 =- 3436/0, 4 -5 =- 4083/0, 5-6=-4082/0, 6-7 =- 4082/0, 7- 8=- 3432/0, 8 -9 =- 3393/0 BOT CHORD 15- 16= 0/2123, 14- 15= 0/4081, 13- 14= 0/4082, 12- 13= 0/4082, 11- 12= 0/2123 WEBS 5 -14 =- 353/292, 2 -16 =- 2284/0, 2 -15= 0/1388, 3-15 =- 260/0, 4 -15 =- 756/0, 4 -14 =- 390/482, 9 -11 =- 2284/0, 9 -12= 0/1384, 8 -12 =- 295/0, 7 -12= -937/0 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 2006 International Building Code section 2306 1 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 (heir outer ends or restrained by other means. LOAD CASE(S) Standard .c( O PR OFe„ (4.1co N 66- /o Q i l. •0 " 9 r /1 / .43 �F de 1• (i..;,' MR 1% EXPIRATION DATE: 06/30/12 August 25,2010 .wu19r9cVr .."e.,. . --, .,-^<_ . . -• az:.+ aRra"1'fax_.M.ar . 7. - VP-z210.1 [ T" M' 'e uncrv:. - + maRlaQZ1 ® WARNING Vcr design parrrrncters and READ NOTES ON THIS AND INCLUDED MITEKREPERENCE PAGE 7411 7473 rev. 10 '08 BEFORE USE, e • JSj Design valid for use only with Mitch connectors fhb design based only upon parameters shown, ands for an individual budding component 9990RR111 Applicability of design paromenlers and proper incorporation of component is responsibddy of butdag designer - not truss designer. Bracing shown p s for lateral support of individual web members only. Additional temporary bracing to insure stability during constructions the responsbtlity of the IYIiTek• 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 Quality Criteria, 008.89 and SCSI Building Component 7777 Greenback Larne. Sulfa 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 CENTEX - SUMMERCREEK BLD 22 FLOOR 1 R32094359 B101124-FT1 2 -FTGE GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 19 2010 MiTek Industnes, Inc Wed Aug 25 15 13 53 2010 Page 1 ID pJnY4Ib9DRv7ydRB4G7cJgykErS- pJnY41b9DRv7ydRB4G7cJgKOmR86fA ?sn4jHhDykErS scab• 1 602 3.6 FP = 3.4 II 3.4= 3.4 11 I I UI•••UIiU•UIU i IUU. T •UI 19 20 21 22 23 24 25I■'.I.I-!.I.I.I-I,I' ��v�����i�v�����V�����4 ►�V����V�����I�V����v A�����V����pV�r��'4I�v�A ��VV 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 3.4 II 3.6 FP = 3.4 II 17.11-4 1 149 1780 ;1-043 15-4-0 1 880 8-00 9-40 1 108.0 17-0-0 13.44 111-8-0 116-0-0 4-0 18- 01 7 1 4 4-0 1 268-0 I -0 1308-0 13240 1 334-0 3 1 48 'S7 -0 140 140 1.49 1-40 140 14-0 140 149 140 189 149 149 1 �7.4 149 21.4 o 140 278-0 7.0-0 25 1 40 1-40 1J-0 1-40 784-0 1-40 294 1-4-0 140 140 I4-0 -0 0.11-0 0812 Plate Offsets (X,Y) f1 •Edge,0 -1 -81, f57 Edge,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 185/148 TCDL 10.0 Lumber Increase 1 00 BC 0 01 Vert(TL) n/a - n/a 999 BCLL 0 0 Rep Stress Ina YES WB 0 03 Horz(TL) 0 00 29 n/a n/a BCDL 5 0 Code IBC2006/TP12002 (Matrix) Weight 129 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purtins, except BOT CHORD 4 X 2 DF 2400F 2.0E end verticals WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 4 X 2 HF Stud /Std REACTIONS All bearings 35 -7 -0. (Ib) - Max Gray All reactions 250 lb or less at joint(s) 57, 29, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown NOTES 1) All plates are 2x4 MT20 unless otherwise indicated, .. 2) Gable requires continuous bottom chord beanng 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e diagonal web) 4) Gable studs spaced at 1 -4 -0 oc 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed In accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) 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 9) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard p PRO FF � GI N ,. s y v 9 T F e ..2�' ‘(/ `M F R S. � EXPIRATION DATE: 06/30/12 August 25,2010 - MULIW f .1 .::.�F. ?3C.'_'3411s6 1ROliRd _ P1M14 080 • ...=.31C` . - A WARNING Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mir 7473 rev. 10 '08 BEFORE USE. 7 Design valid for use only with Mitch connectors This design Is based only upon parameters shown, and Is for an individual building component. =--.4 - I 8 A incorporation component res shown Y of dose n 9 P aramenters and proper P oration of P onent is P onsibiri Y of buidvl 9 designer g - not truss designer 9r Bracm g s for lateral support of individual web members only. Addilloncl temporary bracing to ensure stubbly during construction 6 the responsibility of the MITek• erector. Additional permanent bracing of the overall structure is the responsibility of the buidmg designer For general guidance regarding prn..rmArnr144.2 fabrication, quality control, storage, delivery, erec tion and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lana, Suite 109 Safety Information ovaicble from Truss Plate Institute, 281 N Lee Street. Suito 312. Alexandria, VA 22314. Citrus Heights, CA. 95610 Job Truss Truss Type City Ply CENTEX - SUMMERCREEK BLD 22 FLOOR 1 R32094358 B101124-FT1 2 -FT FLOOR 10 1 • Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 15 13 52 2010 Page 1 ID K7D95NaXS8nGKTS? XYbNnTykErT- K7D9sNaXS8nGKTs '7XYbNnTn6clfJwcgiZO.j9mykErT 2-6-0 I I�� 1 -9.4 N Susie • 160 2 4510 = 254 11 254 SP = 354 I I 4,10 = 2e4 II 456 = 458 = 254 H 356 FP = 3.4 II 4510 = 2.4 0 458 = 456 = 2.4 II 4510 = 354 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 29 28 27 26 25 24 23 22 21 20 16 18 4,8 = 458 = 456 = 254 II 5,12 = 4,12 = 3,6 FP = 5,12 = 2,4 II 254 It 4512 = 458 = 17 -11.4 l 35 - l 17 -11-4 17 -7 -12 Plate Offsets (X,Y)' [1 •Edge,0 -1 -81, [5:0- 1- 8,Edge], [6 0.1- 8,Edge], [13:0- 1- 8,Edge], [14 0- 1- 8,Edge], [18:Edge,0 -1 -8), [20:0- 1- 8,0 -0-0], [21'O- 1- 8,Edge], [22 0- 5- 0,Edge], [25 0-5-4 ,Edge), 126.0 -1 -8,0 -0-01, 127 0- 1- 8,Edge1, 128:0- 3- 8,Edge), [29 Edge,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1 00 TC 0.58 Vert(LL) -0 22 27 -28 >978 480 MT20 220/195 TCDL 10 0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0 37 19-20 >571 360 BCLL 0 0 Rep Stress lncr YES WB 0.47 Horz(TL) 0.07 18 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight: 192 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF 2400F 2 OE 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' 24- 25,22 -24 REACTIONS (lb /size) 29= 784/0 -4 -0 (min 0 -1 -8), 18= 765/0 -4 -0 (min 0 -1 -8), 24= 2337/0 -5-8 (min 0-1 -8) Max Grav29= 853(LC 2), 18= 839(LC 3), 24= 2337(LC 1) _ FORCES (Ib) - Max. Comp /Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3 =- 2830/0, 3-4 =- 2870/0, 4 -5 =- 3030/0, 5-6=-3022/0, 6-7 =- 1904/564, 7- 8=- 1867/569, 8- 9= 0/3223, 9-10= 0/3223, 10- 11= 0/3223, 11- 12=- 1841/634, 12- 13=- 1877/630, 13 -14 =- 2980/0,14 -15 =- 2844/0,15 -16 =- 2844/0 BOT CHORD 28- 29= 0/1830, 27- 28= 0/3184, 26- 27= 0/3022, 25- 26= 0/3021, 24- 25=- 1213/308, 23 -24 =- 1275/327, 22- 23=- 1275/327, 21- 22= 0/2978, 20- 21= 0/2980, 19- 20= 0/2980, 18 -19= 0/1789 WEBS 10 -24 =- 281/0, 2- 29=- 1969/0, 8 -24 =- 2713/0, 2- 28= 0/1091, 8- 25= 0/1870, 3-28 =- 253/0, 7 -25= 268/15, 4 -28 =- 336/184, 6.25 =- 1535/0, 4- 27=- 671/23, 5-27 =- 11/429, 16.18 =- 1925/0, 11 -24 =- 2677/0, 16- 19= 0/1138, 11- 22= 0/1829, 15.19 =- 344/0, 12 -22 =- 261/31,14 -19 =- 192/503, 13 -22 =- 1580/0 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 2006 International Building Code section 2306.1 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. °O P RQ�C 6) CAUTION, Do not erect truss backwards LOAD CASE(S) Standard � ��NG � Q- 1 . . ' E 9r A OR %.:0 .' � 9 iF :•/ -2\. �-5 47 FR S. G • EXPIRATION DATE: 06/30/12 August 25,2010 r_ a.tsarenr gw- . :•stt12 tssn lrsls ?. -r >reaxM*. mr_-= r_v+x,nw: ..111 �•� a*;..,rE . t._ :..t �.4%9A1 .++< r+ ll ® WARNING' VereJij design parameter* and READ NOTES ON 7N /S AND INCLUDED MITER REFERENCE PAGE E411 747J rev. I0 '08 BEFORE USE. 1 E' Design valid for use only with MiTek connectors The design c based only upon parameters shown, and is for an individual budding component. .-: ∎ ;. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown 6 for lateral support of individual web members only Additional temporary bracing to insure slablily during constructions the responsibdlity of the M iTek' erector Additional permanent bracing of the overall structure Is Ilse responsibility of the budding designer For general guidance regarding POWER ro PERFORM fabricotion, quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, 05B -89 end BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute. 281 N Lee Street, Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 22 FLOOR 1 R32094357 8101124 -FT1 1 -FT FLOOR 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 15 13 50 2010 Page 1 ID Ok6PRhYHwWXZ591cP7Zvh2ykErV- Ok6PRhYHwWXZ591cP7Zvh2InyDy6ShUQ56Vd4uykErV 2. 0.0 1 < -0 1 -7 12 1 t �� 1A , d '.% I 9.2-0 l l i , Sun. • 156 8 254 II 354 II 458 = 254 II 3510 = 254 I I 254 II 4.10 = 3r0 FP = 458 = 354 11 458 = 254 II 558 = 2s4 II 4.4 = 254 11 5510 = 354 II 1 Z 3 4 5 8 7 B 9 10 11 12 17 14 15 16 17 18 19 '..I 111 ..01.. lki- III_ 4 - 3 30 29 28 27 26 25 24 23 22 21 20 4r8 = 4.8 = 354 = 458 = 612 = 356 FP = 5.12 = 254 11 454 = 458 = 558 = 4512 = 17 -10.4 I 33-7 -0 17.10 -4 1S 8-12 Plate Offsets (X,Y): [1 •Edge,0 -1 -8], [4 0- 3- 13,Edge], [5:0- 1- 8,Edge], [6.0- 1- 8,0 -0-0], (7 3- 10,Edge], [9.Edge,0 -1 -0], [14:0- 1- 8,Edge], [15 0-1-8,0-0-0], [16:0- 1- 10,Edge], [20 Edge ,0 -1 -81, 122:0- 1- 8,Edeel. 123 0- 1- 8,Edgel, 124 0- 5- 8,Edge1, 127 0- 4- 12,Edgel, 128 0- 1- 8,Edael.129 0- 1- 8,Edeel, 131.Edee,0 -1 -81 LOADING (p6() SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft Lid PLATES GRIP TCLL 40 0 Plates Increase 1.00 TC 0.53 Vert(LL) -0 22 29 -30 >948 480 MT20 220/195 TCDL 10.0 Lumber Increase 1 00 BC 0.67 Vert(TL) -0 40 29-30 >538 360 BCLL 0 0 Rep Stress Incr YES WB 0 53 Horz(TL) 0 06 20 n/a n/a BCDL 5 0 Code IBC2006/TP12002 (Matrix) Weight. 171 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF 2400F 2 OE TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 DF No 18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing REACTIONS (lb /size) 31= 797/0 -5 -8 (min 0 -1 -8), 20=653/0-5-8 (min 0 -1 -8), 25= 2224/0 -3-8 (min. 0-1 -8) Max Grav31= 849(LC 2), 20= 744(LC 3), 25= 2224(LC 1) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2- 3=- 2472/0, 3-4 =- 2494/0, 4 -5 =- 3043/0, 5-6=-3044/0, 6-7 =- 3036/0, 7- 8=- 1325/496, 1 8- 9=- 1325/496, 9- 10=- 1297/503, 10- 11= 0/2982, 11- 12= 0/2982, 12 -13 =- 1204/946, 13 -14 =- 1223/947, 14 -15 =- 2223/329, 15-16=-2225/325, 16 -17 =- 2106/0, 17 -18 =- 2106/0 - BOT CHORD 30-31=0/1526, 29- 30= 0/3049, 28 -29= 0/3044, 27 -28 =- 76/2413, 26- 27=- 1069/0, 1: 25- 26=- 1069/0, 24 -25 =- 1471/57, 23 -24 =- 332/2220, 22 -23 =- 329/2223, 21 -22 =- 34/2408, 20 -21= 0/1309 WEBS 2 -31 =- 1699/0, 10 -25 =- 2304/0, 2 -30= 0/1075,10 -27= 0/1738,4 -30 =- 614/4,7 -27 =- 1325/0, 4- 29= 452/212, 7- 28= 0/1040, 6 -28 =- 401/0, 18 -20 =- 1458/0, 12- 25=- 2088/0, 18- 21= 0/892, 12- 24= 0/1480, 16 -21 =- 338/183, 14 -24= 1459/0, 16-22= -638/0 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 2006 International Building Code section 2306 1 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. - < � ��p P R °FenS LOAD CASE(S) Standard �� N G]IV ,9 / O� 9 4) "3 OR- • � 0) 9 '. B" - 2 <G M F R s.1\ \C.1 EXPIRATION DATE: 06/30/12 August 25,2010 0309 • ® WARNING Verify design Parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MIT 7473 rev, 10'08 BEFORE USE. 1... - - Design valid for use only with MiTek connecters This design h based only upon parameters shown, and 6 for an individual budding component " + i A pplicability of design paramenters and proper Incorporation of component is responsibility of budding designer • not truss designer Bracing shown q KKKddd e for lateral support of indvidual web members only Additional temporary bracing to Insure stability during construction a the respansibdtity of the IvliTek, erector Additional permanent bracing of the overall structure Is the responsibility of the budding designer For general guidance regarding .o fabrication. quality controI, storage. delivery. erectwn and bracing, consult ANSI /TPI1 Quality Criteria, OSB •89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate .nstitute, 281 N Lee Street. Suite 312, Alexandria. VA 22314 Citrus Heights, CA, 95610 —o® Mil MiTek® POWeR ra PeRPARM.'" MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B 101 124 - 1 Fax 916/676 -1909 CENTEX - SUMMERCREEK BLD 22 FLOOR 1 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: R32094357 thru R32094371 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. �� �EO PR 0 P c E NGINE / -s 16890PE r v;c:. OR e■ • -7 „_ - , /41 411 A Aine EXPI • T10N D •x/30/12 August 25,2010 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 -1995 Sec. 2. I•