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Plans L. c T 9- I E Ctfol ALPIluE 'Ex) • SU N 14 28 MiTek' Buh�'F • MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: PL1 2 UPPER Fax 916/676 -1909 1953A OAKWOOD GABLE The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal: R34326359 thru R34326365 My license renewal date for the state of Oregon is December 31, 2012. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �1 S ( City of Tigard B A. 'roved Plans 6 ( ( y i'i Date �� ��D PROp 1 ��Z � n GINEF ) 4 k ` f 8360 r REVISION opEc = OFFICE COPY 0 ti , fi yoo sooty Digital Signature I EXPIRATION DATE: 12 -31 -12 I March 30,2012 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type Qty Ply 1953A OAKWOOD GABLE R34326359 PL12 -75 UPPER FT2 Floor Truss 3 1 - _,lob Reference (optional) Pacific Lumber S Tens Co., Hillsboro, Ore 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Mar 30 08.27.48 2012 Page 1 ID:_Pezhq_OjMSgkTe4B0cGSgzf FQ- OkLIWOhORdFC1m6i6Vw5ajfdOrcYCvxeZHeICzVms9 1 2-3-15 i 1 1 -2-0 1 1 1 -10-13 t t 2-0-0 1 • 5.4 1r2 ISal II 3.4 = I. II 1.1 = ILO II YO = 1 54 II 1 2 a h4 4 • I e 7 e P w IW/P IP kil kJ 1 „ IS 12 II N I 5.3 11 I54 II 5A= 5/= 3E4= 7.4= 1 24.15 1 11-15 i34./5 I 14-1-12 1 24.1S 0-7-0 0-7-0 10.4-1.1- -..- Plate Offsets OCY): [2:0- 1- 8,Edgel. [3:0 -1 -8. I_I - LOADING (psf) SPACING 2 -0-0 CSI DEFL In (lac) I /dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.19 11 -12 >886 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.29 11 -12 >577 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 64 Ib 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 2.0E end verticals. WEBS 4 X 2 DF Slud /Std BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 14= 771/0 -2 -B (min. 0 -1 -8), 9= 771/0 -5 -0 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1769/0, 3 -4 =- 2602/0, 4 -5 =- 2602/0, 5 -6 =- 2188/0, 6 -7 =- 2188/0 BOT CHORD 13- 14= 0/1769, 12 -13= 0/1769, 11 -12 =0/1769, 10 -11 =0/2572, 9 -10= 0/1323 WEBS 2- 13=0/302, 3 -12=- 305/0, 2 -14 =- 1922/0, 7 -9 =- 1482/0, 7 -10= 0/969, 5.10 = - 430/0, 4 -11 =- 332/0, 3 -11 =0/1011 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate at Joint(s) 14. 3) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) 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 lobe attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 01.0 PR OF1Fs `0 of G INEF9 ' :3640 ...000,' if � ( 2: /y, RY q 2 / o SOON Digital Signature EXPIRATION DATE: 12 -31 -12 j March 30,2012 Q WARNING - Verify design paran:el ers and READ NOTES ON THIS AND INCLUDED 12ITE7C REFERENCE PAGE b7II-7473 BEFORE USE. Design valid for use only with Mfrek connectors. this design Is based only upon parameters shown. and Is for an individual building component. Applicability of design poamelers and proper incorporalion of component k responsibility of building designer - not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure slabity during comhuction Is the responsibility Cl the M iTe k' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 85610 erector. Addflioral permanent bracing of the overal structure h the responsbiity of the bulling an ng designer. for general guidance regorg fabrication. quality control. stooge. delivery. erection and bracing. consult ANSI /RIB quality Cleedo, DSI -B1 end ICSI Bolding Component Solely Mlormdbn available hoer Inns Rote Institute. 781 N. Les Skeet. Suite 312. ANxaxNa. VA 22314. NI If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 04010612 by ALSC or proposed by SPIEL Job Truss Truss Type Qty Ply 1953A OAKWOOD GABLE R34326360 PL12- 75_UPPER FT4 Floor Truss 8 1 _.__________ ___ - Job Reference (optional) Pacific Lumber A Truss Co.. Hillsboro, Ore 7.250 s Aug 25 2011 MITek Industries, Inc. Fri Mar 30 08:27:48 2012 Page 1 ID_Pezhq_OjM5gkTe4B0cGSgzf FQ -0kLtWohoRriFC 1 m6i6Vw5ajdlOrBYD8xeZHelCzVms9 1_ 0 i f 0:9_ f l 2-60 I 1 1 -2-0 i t 0-10-11 1 SCSI. -1250 CANT. END NOT DESIGNED TO CARRY LOADS FROM BEARING WALLS. 33.] II .. = 1.533 II 334 = 1333 I I 1-4 = 15.3 I I 3.4 = 3533 I I 1 2 B 4 • • 7 • • , I , , ' ►• i • �•' I n .48 PI hilai um 111 h4 III 14 /a 12 11 i 1 4.6 = Y• = 1333 II 55.311 3.4 = 11 -t4 1 alav 3 rsj ,450-1 I elSI I tia1 14 -7-1] Pta12 6- L63 67-0 0-7-0 0 � 342 _. ...._. Plate Offsets (X.Y)' 16 :0- 1- 8.Edge1. (11:0- 1- 8.Edge( LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.17 12 -13 >935 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.26 12 -13 >617 360 BCLL 0.0 Rep Stress Incr YES VJB 0.50 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code IBC2006/1P12002 (Matrix) Weight: 68 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Blr TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins, except BOT CHORD 4 X 2 DF No.1 &Btr end verticals. WEBS 4 X 2 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS (lb /size) 15= 86310 -6 -0 (min. 0 -1 -8), 10= 734/0 -2 -12 (min. 0-1-8) Max Grav15= 863(LC 1), 10 =738(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 625/0, 3 -4 =- 625/0, 4 -5 =- 2444/0, 5 -6 =- 2444/0, 6 -7 =- 2039/0, 7 -8 =- 2039/0 BOT CHORD 13- 14= 0/1832, 12 -13 =0/2039, 11- 12= 0/2039, 10- 11= 0/1539 WEBS 7 -11 =- 438/0, 2 -15 =- 850/0, 6 -13 =- 92/559, 5-13 =- 331/0, 4 -13= 0/670, 4 -14 =- 1313/0, 2 -14= 0/982, 8 -10 =- 1662/0, 8 -11 =0/844 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 3) This truss Is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/1 1. 4) Recommend 2x6 slrongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard ��E p PR OAF L NGINEF y4 S . a 4 83. OPE 9r" il 061 9 OREG•1 C) (� 2 2: , SOON Digital Signature EXPIRATION DATE: 12 -31 -12 March 30,2012 Q WARNING - Verify design paramef crs arid READ NOTES ON IMAM INCLUDED NITER REFERENCE PAGE 7411 - 7473 BEFORE USE. Design valid tor use only with Mitch connectors. this design Is based only upon parameters shown. and h for an individual building component Applicability of design parameters and proper incorporation of component h responsblity of balding designer - not truss designer. Bracing sh Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the M iTek" erector. Addlional permanent bracing of the overall structae is the responsibiity of the binding designer. For general guidance regarding fabrication. quality control storage. detvery. erection and bracing. consult ANSI /TPII Quality CrIteda, DS11-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights. CA, 95610 If Southern Pine (SP or SPp) lumber is specified design values are those effective 06-01/2012 byALSC or proposed by SPIB. Job Truss Truss Type Oly Ply 1953A OAKWOOD GABLE R34326361 PL12- 75_UPPER FT5 Floor Truss 9 1 __._.. _ _ _ —. Job Reference lootion ) ' Pacific Lumber & Truss Co., Hillsboro, Ore 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Mar 30 08:27:49 2012 Page 1 IDS_ Pezhq_ OjM5gkTe4B0cGSgzf_ FQ- UswGk8hRC9t6gBLIGg19dnGnk0B8HgG4tD 1 CHfzV ms8 1 - _.._ ..._.2-31 }. _.__.__ — 1 1 1.2-0 i I 2.3-5 I 2-0-0 1 scer. -1 737 1 543 II 344 = 15A II 3.4 = tap II 545 = 1.54 i1 1 2 s 4 s a 7 _ 11011 I NA I n own 1 ► 11 to a sea II 3.6 = 3s4 = 144 = 3.10.1 ]t15 1 11 + 13. ts 1tin t, I 24.15 97 -0 _ _47-00-51 10-93 --Plale_0. ffets (XX): 12:0- 1- 8.Edgej, 1 - 8.EQgel LOADING (psf) SPACING 2 -0-0 CSI DEFL In (Ioc) Vdeli L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Verl(LL) -0.27 9 -10 >606 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Verl(TL) -0.44 9 -10 >375 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight 61 b FT ■ 0%F, 094E LUMBER BRACING TOP CHORD 4 X 2 DF No.18.Btr TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins, except BOT CHORD 4 X 2 DF 2400F 2.0E end verticals. WEBS 4 X 2 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 12= 757/0 -2 -12 (min. 0 -1 -8), 8= 757/0 -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 =- 1768/0, 3 -4 =- 1768/0, 4 -5 =- 2411/0, 5 -6 =- 2411/0 BOT CHORD 11 -12 =0/1768, 10- 11= 0/1768, 9 -10= 0/2498, 8 -9 =0/1569 WEBS 2- 11=0/282, 2 -12 =- 1921/0, 6 -8 =- 1694/0, 6 -9= 0/908, 4 -10= -866/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of Iruss to bearing plate at Joint(s) 12, 8. 3) This Iruss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/7P11. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened 10 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 ( % =D PR Opp, �5 G i N 66- ,,"ii ,,, 1 :36400P / iir "yn OREGO. � � C 'y ° ' 2j� ° Soo • - Digital Signature EXPIRATION DATE: 12 -31 -12 j March 30,2012 e A WARNING - Verify design parameters and READ NOTES ON TIM AND INCLUDED id/MK REFERENCE PAGE1111.7473BEFORE Design veld for use only with MTek comeclos. This design k based only won parameters Chown and k for an Indvidual bulling esl onent. R . Appiico n1 b:Sty of design poromelers and proper Incorporation of cope11N1r It responublity of building designer - not truss degree Mdrtg shown Is for lateral support of individual web members only. Additional lempaoie`locing to Insure stability during construction is the meepesegbIllity of the M ire k' erector. Addliorwl perrnonent brocing d the overal structure Is the ntpeleblIty of the bolding designer. for generol guidance fabrication. quality control. storage. delvery. erection and bracing. calla ANSI/ell Quality CiNnlo. PSI -89 and ICSI !! ulldin=n enl 7777 Greenback Lane, Suite 109 Solely Information avolable !torn Truss Plate Institute. 781 N. Lee Skeet. Me 312. Alexandria. VA 22314. Ceres Heights, CA, 95610 If Southern Pine (SP or SPp) lumber Is specified, the design values are those effective 06012012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply 1953A OAKWOOD GABLE R34326362 PL12.75_UPPER FT6 Floor Truss 5 1 Job Reference lootionap _— Pacific Lumber & Truss Co., Hillsboro, Ore 7.250 s Aug 25 2011 MiTek Industries, Inc Fri Mar 30 08:27:50 2012 Page 1 I D_Pezhq_OjM5gkTe4 BOcGSgzf FO- y6SexUi3zS7zSLwVgXYOA7ozTpX00 73E5tmlp5zVm s7 f 2480 1 i__... 14-4, 1 1-2-0 -_.._. 1 1 2 -Sr1e I lots " 1 21.9 15e1 II 143 II I. it I50 if t 01 3 4 a e 3 7 111"41 ISM% MG — Ilea Sal Mall IMO . Mg t„ to w is a 1a= ke 14E3 II 3■4 = 3e4 = 1 _- _. _ 8 -9 -14 4 1 1140 -_i _SO -l4 I 12.10 I _.. — 8:9,14___- _. a - 0a-0 0-1� _ 2 -a -14 Plate Offsets (X.Y1: 16:0- 1- 8,Edgej. (100- 1- 8.Edgej LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) I /dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 10-11 >838 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.28 10-11 >547 360 BCLL 0.0 Rep Stress Inc( YES WB 0.47 Horz(TL) 0.03 B n/a n/a • BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 57 lb FT = 0%F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Blr TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except • • BOT CHORD 4 X 2 DF No.1 &Blr end verticals. WEBS 4 X 2 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS (lb /size) 12= 700/0 -3 -12 (min. 0 -1 -8), 8= 700/Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2126/0, 3 -4 =- 2126/0, 4 -5 =- 1609/0, 5 -6 =- 1609/0 BOT CHORD 11 -12 =0/1421, 10 - =0/2055, 9 -10= 0/1609, 8 -9= 0/1609 WEBS 5 -10= 0/308, 2 -12 =- 1534/0, 2 -11= 0/761, 4 -10 =- 673/0, 6 -8 =- 1732/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) This Truss Is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/ - PI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard c �ED PR OFF C 14GINEF'S' S %O� ••eOPE "FL v _ ' II `�9, • ,. C�) , RY 2 0 0 SOO� Digital Signature EXPIRATION DATE: 12 -31 -12 j March 30,2012 . e 9 0 WARNING - Verify design parnmd ers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mft -7473 BEFORE USE. i. Design void for we oniy with/Aire connectors. This design is based only upon parameters shown. and Is for on Indvldual building component. Applicabilly of design parameters and proper Incorporation of component is responsiblity of building designer - not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure slabilty during construction is the responsibillity of the MiTek. erector. Addlionol permanent bracing of the overal structure is the resp of the bolding ld ding designer. For general guonce regardng fabrication, qualify control storoge delivery. erection and bracing. consult PIi Quattty Criteria. DSO -St and SCSI tending Component 7777 Greenback Lane, Suite 109 Safety Inbrmallon ovolable from Truss Plate Institute. 781 N. lee Street. Suite 311 Alexandra. VA 22314. Citrus !Nights, CA, 05810 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06.01/2012 by ALSC or proposed by SPIEL _ Job Truss Truss Type City Ply 11953A OAKWOOD GABLE R34326363 PL12- 75_UPPER FT7 Floor Truss 5 1 • _ - _ _...... __- __ Job- Reference IoptianaU Pacific Lumber & Truss Co., Hillsboro, Ore 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Mar 30 0827:50 2012 Page 1 ID:_Pezhq_OjMSgkTe4BOcGSgzf FO- y6SexUi3zS? zSLwVgXYOA ?oyNpYX07jE5tmlp5zVms7 I - --- - - - 76-0 --i 1- 4E1_ 4 1-2-0 I 1 -2-0 1 • wi. -rz2s tun 11 114 11 116 11 1.04 II 114 11 1 2 7 1 t e 1 4•= • . •• a ►MP 12 12 11 10 ►, 34 = •r4 = 144 = ?r4 = 10.114 I 5314 ass I sass 11.2.t, 0-314 _ b 'I Ore 0.16 0 11 2 -11.4 ._...__ Plate Offsets (X.Y1: (10:0- 1- 8.Edgej. (11:0- 1- 6,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.16 11 -12 >993 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.25 11 -12 >635 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 60 lb FT =0 %F,0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Blr TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.16Btr end verticals. WEBS 4 X 2 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS All bearings 0 -1 -12 except (jt= length) 9= 0 -5 -0, 9= 0 -5 -0. (Ib) - Max Gray All reactions 250 lb or less at joint(s) except 13= 721(LC 1), 13e721(LC 1), 9 =721(LC 1), 9 =721(LC 1) • FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2225/0, 3-4 =- 2225/0, 4 -5 =- 1813/0, 5 -6 =- 1813/0, 6- 7=- 1813/0 BOT CHORD 12 -13 =0/1470, 11- 12= 0/2212, 10- 11= 0/1813, 9 -10= 0/1517 WEBS 5 -11 =0/311, 6 -10 =- 759/0, 2 -13 =- 1587/0, 2 -12= 0/815, 4 -11 =- 599/0, 7 -9 =- 1638/0, 7 -10 =0/969 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 13, 13. 3) Non Standard bearing condition. Review required. 4) This truss Is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 <<- 9,0 PR Ore, S' • ar 8364•PE Y� y OEG • • C; S 574, R o ,. ,c3. ° o sooN o Digital Signature EXPIRATION DATE: 12 -31 -12 March 30,2012 1 _ 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE Mil-7473 BEFORE USE. Design valid for use only with MTek connectors. Thh design b bored only upon parameters shown, and is for an in building component. Applicability of design parameters and proper Incorporation of component u responsibility ity of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure sfabi5ty during constnxlion is the respomibllity of the MiTek' erector. Additional permanent bracing of Ile overoll structure Is the responsibility of the bolding designer. for generol guidance regordng fabrication. quality control storage, delivery. erection and bracing, consult ANSI/IIII Quality Criteria. DSII.89 and ICS! Mending Component 7777 Greenback Lane, Stine 109 Safely Information ovoioble from Truss Plate katitufe. 781 N. Lee Skeet. Suite 312. Alexandria. VA 22314. Ciuus Heights, CA, 95610 If Southern Pine {SP or SPp) lumber is specified, the design values are those effective 06.01./2012 byALSC or proposed by SPIB. Job Truss Truss Type Qty JPly 1953A OAKWOOD GABLE R34326364 PL12- 75_UPPER FT8 Floor Truss 2 1 Joh Reference Optimal) Pacific Lumber & Truss Co., Hillsboro, Ore 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Mar 30 08:27:51 2012 Page 1 ID._Pezhq_OjM5gkTe4B0cGSgzf FQ- QJ008gjhkm7g3WhOF3djCLDvDzFItbNKXWILXzVms6 i 0 -108 I I 1-0-0 I f — _._...._. 28 I sole . 1:12 2 • av = I 15x7 II 2 a 15.3 5.3 II 4 h4 = 5 1 5 "a II I, / o- Jr ' 1 5r3 II . 344 = 9 / / \ / a 7 6 3s4 = 344 = 5 -0 -12 1 5-6 -1J Plate Offsets (X,Y): 12:0- 1- 8.Edgel, [7:0- 1- 8.EdgeJ LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (lac) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.02 6 -7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.05 6 -7 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.13 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 28 lb FT = 0 %F, 0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 5 -8 -12 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr end verticals. WEBS 4 X 2 OF Stud /Std BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 6= 308/0 -2 -0 (min. 0 -1 -8), 9= 308/0 -4 -12 (min. 0-1-8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. . TOP CHORD 2 -3 =- 330/0, 3-4= -330/0 BOT CHORD 8- 9= 0/330, 7- 8= 0/330, 6 -7 =0/456 WEBS 4 -6 =- 492/0, 2- 9= -479/0 NOTES 1) Unbalanced floor live loads have been considered for This design. 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 3) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) 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 GINEE' ` rWb :36400 / //// ( = - .9',.,. OREGO ' � • 0,,y 2 • • ., O SOON Digital Signature EXPIRATION DATE: 12 -31 -12 j March 30,2012 i a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE JITI-7473 BEFORE USE. Design valid for use only with MTeh connectors. This design is based only upon parameters shown. and is for an individual building component Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M [Tel(' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, DSS -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 If Southern Pine (SP or SPp) lumber Is specified, the design values are those effective 0 60112012 by ALSC or proposed by SPIB, Job Truss Truss Type Qty Ply 1953A OAKWOOD GABLE R34326365 PL12 75_UPPER FT Floor Truss 2 1 Job Refere0sAa9plioaaf) " Pacific Lumber & Truss Co. Hillsboro, Ore 7 -250 s Aug 25 2011 MiTek Industries, Inc. Fri Mar 30 08:27:47 2012 Page 1 ID_Pezhq_0(M5gkTe4BOcGSgzf FO- YXnVJSgAgXdObuBw9P _hYMAY_cbkpsyoPVY5CmzVmsA t 0-11'F pull I 24-0 I f 1.29 1 i_ .0- 9- t 5.1.4112• " y4. 314 = 1 Ie3 II T S I11.5 II 4 5 3,4 = I 15.3 II _ zp ,, — \\\\ .\\\ 7 3.4 = 344 = 154 II 1 5.3 II 12 e 5 7 CANT. END NOT DESIGNED TO CARRY 1. 3.3 it 5.4 = LOADS FROM BEARING WALLS. I__ .__O-10A2 1 1 -1 -12 4.2.5 I 4 -9 -5 I 5-4-5 I 65.4 1 0.10.12 0 -3-0 ._.. .- __3949_____- 0 -7-0 67-0 1-0-15 _. Plate Offsets (X.Y): I2:0- 1- B.Edael.l4 41-8 Edge]. (5:0- 1- 8.Edge1,(10:0- .EMge] - -__ - _ __ LOADING (psi) SPACING 2 -0-0 CSI DEFL in (lac) I/def L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.04 9 -10 >999 480 MT20 220/195 TCOL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.06 9 -10 >999 360 j BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code 1BC2006/TP12002 (Matrix) Weight: 32 lb FT = 0%F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Blr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 4 X 2 DF No.i &Btr end verticals. WEBS 4 X 2 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. REACTIONS (lb /size) 11= 419/0 -6 -0 (min. 0 -1 -B), 7 =275/Mechanical Max Grav11 =419(LC 1), 7 =284(LC 3) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4 -5= -327/0 BOT CHORD 9 -10= 0/327, 8- 9= 0/327, 7 -8 =0/327 WEBS 4 -10 =- 270/0, 5- 7= -485/0 NOTES 1) Unbalanced Boor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) This truss Is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) 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. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard f<FN PR Op OINE6 S / Q '/ 8 PE y OREGON , Cl /y 4 s..,-, q R ' sooty Digital Signature EXPIRATION DATE: 12 -31 -12 March 30,2012 . 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED P ITEK REFERENCE PAGE 85(1 -7473 BEFORE USE. Design valid for use ordy with Mit ek connectors. This design is based only upon paometers shown, and is for on Individual building component. Applicabilly of design parameters and proper Incorporation of component is responsblity of building designer - not truss designer. Bracing shown is for lateral support of individual web m members ordy. Additional temporary bracing to insure stabibty during construction Is the responsibility of the M " T F k' erector. Additional permanent bracing of the overall structure Is the responsbtity of the buldirg designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing. consult ANSI /Fill Quality Criteria, 011.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information ovotoble from Truss Plate Institute, 781 N. lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95810 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0 60112012 by ALSC or proposed by SPIB. Symbols Numbering System Ai General Safety Notes PLATE LOCATION AND ORIENTATION �_ 3 /" Center plate on joint unless x, y 6-4-8 dimensions shown in ft -in -s xteenths Failure to Follow Could Cause Property 4 offsets are indicated. I + (Drawings n t o sca Damage or Personal Injury r an Dimensions are in ft- in- sixteenths. 1114 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x- bracing, is always required. See BCSI. TOP CHORDS 0 1 „ 2. Truss bracing must " /16 4 wide t uss spacing, be individual designed lateral by an braces engineer. themselves For may require bracing, or alternative Tor I AllnliallE _ o p bracing should be considered. ry O O 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. ® U 4. Provide copies of this truss design to the building r 4 x 2 orientation, locate v e C6.7 c s designer, erection supervisor, property owner and ates 0 'ni' from outside i BOTTOM CHORDS at other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses wit be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI /TPI 1. Plate location details available in MiTek 20/20 NUMBERS /LETTERS. software or upon request. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9 Unless expressly noted, this design is not applicable for ICC Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non - structural consideration and is the 4 x 4 width measured perpendicular ESR -1311, ESR -1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimensions ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. i 1. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shat be of the species and size, and Southern Pine lumber designations are as follows: in all respects, equal to or better than that /� Indicated by symbol shown and /or SYP represents current /old values as published specified. i� by AWC in the 2005/2012 NDS by text in the bracing section of the SPp represents SPIB proposed values as provided 13. Top chords must be sheathed or puffins provided at output. Use T or I bracing in SPIB submittal to ALSC dated Sept 15, 2011 spacing indicated on design. if indicated. SP represents ALSC approved /new values with effective date of June 1, 2012 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING (2x4 No 2 and lower grades and smaller sizes), or less, if no ceiling is installed, unless otherwise noted. and all MSR/MEL grades 15. Connections not shown are the responsibiity of others. I Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. ■MAP reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. -_ 0 18. Use of green or treated lumber may pose unacceptable IMMO environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB -89: Design Standard for Bracing. is sufficient. BCSI: Building Component Safety Information, illm NIP] T l( 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev. 01/18/2012 RC . JUN 1 4 2012 • CITY OF TIGARD ) NO LENNAR BUILDING DIVISION ' 1953A OAKWOOD GABLE (' i. 1 PL12 -75 UPPER i` 3/30/2012 1 14 �� OPEN WEB JOIST @ 24 �� O.C. [ n 1 V , ' w ' Products START FRAMING HERE I PlotID Length Product Plies Net Qty BM6 15 -00-00 3.5" x 13.5" Glulam (24F -V4 DF) 1 4 BM1 a1 = — U- - ->r -- RM1 BM2 13 -00 -00 3.5" x 13.5" Glulam (24F - V4 DF) 1 1 % T —--- - II —'�' BM13 7 -00-00 3.5" x 13.5" Glulam (24F - V4 DF) 1 2 II BM8 6 -00 -00 3.5" x 13.5" Glulam (24F - V4 DF) 1 1 II BM1 12 -00 -00 5.5" x 13.5" Glulam (24F - V4 DF) 1 1 II BM 12 20 -00 -00 5.5" x 10.5" Glulam (24F - V4 DF) 1 1 PV /' BM11 11 -00 -00 5.5" x 10.5" Glulam (24F - V4 DF) 1 1 BM7 11 -00 -00 5.5" x 9" Glulam (24F - V4 DF) 1 1 A RM1 30 -00 -00 1 x 14 OSB RIM 1 1 f / E E E CD CD L I. L L L R 23 -00 -00 1 x 14 OSB RIM 1 1 Y RM1 20 -00 -00 1 x 14 OSB RIM 1 1 / 2 2 r ] RM1 11 -00 -00 1 x 14 OSB RIM 1 1 m RM1 8 -00-00 1 x 14 OSB RIM 1 1 RM1 6 -00-00 1 x 14 OSB RIM 1 1 RM1 5 -00-00 1 x 14 OSB RIM 1 1 RM1 1-00-00 1 x 14 OSB RIM 1 1 cc RM1 BK1 26-00 -00 1 3/4" x 14" LVL 1 1 1. — -- ° - -'‘_— _ = = i == fs = " _ = _ BK1 24 -00 -00 13/4 "x14 "LVL 1 1 BK1 18 -00 -00 1 3/4" x 14" LVL 1 1 BM10 14 -00 -00 1 3/4" x 14" LVL 1 1 BM9 5 -00 -00 1 314" x 14" LVL 1 1 moor. BM5 11 -00 -00 BBO2 1 1 LL, BM4 10 -00 -00 BBO2 1 1 F F F F E l~l [ b __I BM3 6 -00-00 BBO2 1 1 N. • 11 E lL t E U- F- U E RM1 U • E E ~L LL l I. I ACCESSORIES QTY h. 0 HU412 1 s [ RM1 QB TH017140 -2 7 (� O 1 X 14 OSB RIM FOR SHEAR BLOCKING 57' V•� © HUCQ430 1 3 J cc BK1 _ 11 II I ALL BEAM SIZES PER ARCHITECT /ENGINEER II BM5 BM4 - BK1 = BLOCKING I I I I I I RM1 = RIM BOARD II II mil SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN II I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. 1 FLOOR LOADING 40 LL mt LL I- LL 15 DL sMe {FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA] 1 II m co co I iii_ m mom_ BM7 BM 1 JOIST WITH RIM #_ __ c < ,=mss � = =T� ==1m = ISM I.- RM1 PaciIi3J.umber • & TRUSS COMPANY C 72 111:1 =Q BMI2 BM11 T s. r ' 40 . . A . W 420st. . . le . • 4 e i' * .• • 6 ' e w