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,�,, a �o CF.vEt;1Y�Rf;tlfi v rs BUTTE COUNTY " DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION" Phone: '(530) 538=7601 Fax'(530),538-7785 ,Website: www.buttecounty.netldds Payment of Fees Required at Time of Application: PLEASE -PRINT CLEARLY PROPERT1fs-OWNER^IN_FORMATION r�. Last Name First Name BUTTE COUNTY " DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION" Phone: '(530) 538=7601 Fax'(530),538-7785 ,Website: www.buttecounty.netldds Payment of Fees Required at Time of Application: PLEASE -PRINT CLEARLY PROPERT1fs-OWNER^IN_FORMATION . Last Name First Name oc1 Zip 977- Mailing Address QQ City State Zip lCw C.\r- LicensPo. SOS Phone Fax �, C1,� Email Cell 2Arcon tat�cQ ri CONTRACTOR r m -_}a. -.. ,_£4xf Name--� g Address Cit ��LO --f State CScr Zip 977- Phone 9 77 D -r�l t I Fa Fat 3c-cfI R33� Email b v� s � S�YlrL��IC Cell �G_o31 T LicensPo. SOS Class `APPLICANT Name PERMIT NO: 1- FORM NO DB:P-1 structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click Mailing Address 1355;a Name City City Slate C Zip �, C1,� Phone S3 -'?5JL 5 Y Phone 3 7m Fax Email ravi-J10 Cell t_VWL CA State License o. `APPLICANT Last NameF'IName PERMIT NO: 1- FORM NO DB:P-1 structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click Mailing Address Name O %gam City City State- Zip �i W Phone S3 -'?5JL Fax 530 J &(it -133 Emil b � s s' Ce t t�-q3l i NT SIGNATORE1ANDIDATE-,mss y Date S B^3 -1S Print ame- t� "When filed, this application and all supporting material becomes.subject to the California Public Records Acta All public information related to this application is subject to public inspection and will be postedonCounty's website for electronic access. Cl l I Page 1 of, l AP.N U I -7 PropertyAddress City Location, must not be in the city limits of Chico, Gridley, Oroville or Paradise, t_)r\CLo Gl% Cl S Ct 21" httpJ/svev,.v.buttecounty.net/dds/Plannino, Parc-ILookupTo2i.aspx ME-�;WORKERaS COMPENSATI.ON . s Policy Number PERMIT NO: 1- FORM NO DB:P-1 structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click BIN NO: Name AP.N U I -7 PropertyAddress City Location, must not be in the city limits of Chico, Gridley, Oroville or Paradise, t_)r\CLo Gl% Cl S Ct 21" httpJ/svev,.v.buttecounty.net/dds/Plannino, Parc-ILookupTo2i.aspx ME-�;WORKERaS COMPENSATI.ON . s Policy Number Carrier If hiring other than'a licensed contractor, a certificate of worker's compensation must be shown at the time of permit issuance structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click - - Name Mailing Address v _ Q City State Zip u=tr DESCRIPTIONVOR$SCOPE OFxWORK :,.t�!W D Mobile Home permits (other than installation, foundation, utilities & non,attached a structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click Z below to see Manufactured Home Alterations and Permit Guidelines at: ham:/hvwchc.:ca.novicodesimh PriCQ Phone'''"'^' 255-2501 O 10-11 Is thiiss a Manufactured/Mobile Home (circle one) Yes 610-11 0 JOB VALUATION (Enter value of labor fnctading non eonuaef $ rmaterials ' e -`P cha �) �� age01=0 Living Area: Garage: Z L 1a Open Area: Covered Ar o TOTAL SO: C❑ Structure Built without permits f_J Proposed Change of Occupancy/Use - Note previous/current use below: n ��FO"FICE USE ONLY " Zoning: �Flood Zone: SRA: NO LJ NPDES YES. LJ N Code Enf: YES LJ NO O Legal Lot: YES ❑ NO Ll Occupancy Type Construction Permit Tech: Date: Department of Development Services 7 County Center DriveI T: 530.538.7601 Oroville, California 95965 F: 530.538.7785 I Name: FEARON TODD & KAREN TRUST Location: 4950 RICH BAR RD,. CHICO Assessor's Parcel Number: 017-090-089 Permit Number: B15-1919 I 1. 3 copies site plan z.2. 3 sets building plans �3. met energy calcs (if applicable) 4 set truss calcs (if applicable) 5.2set structural calcs (if applicable) 6. take Packet a. signed permit application b. owner builder (if applicable) . 7c. notice to builders �d. fee summary e.. fire handout 7f. NPDES form g-. data sheet h. PW Notification for 26-12 i. Hazardous Material Form (commercial) Accessibility Worksheet (commercial) A. Plan Check Sq Ftg Verification 7. Flood Certificates (if applicable) 8. 1 Tim Snellings, Director Pete Calarco, Assistant Director i• buttecounty.net/dds 9. t 10. Completed b : Date: p Y CAUsers\asofer\Downloads\temp (7I5).doc CHO ineering, July 21, 2015 Butte County Building Department 7 County Center Drive Oroville CA 95965 Re: Fearon Garage 4950 Rich Bar Rd Chico, CA Attn: Building Official Inc. I have reviewed the attached truss designs provided by Systems Plus Lumber Co.. My review indicated that the truss calculations for the roof and floor are in general conformance with the engineering requirements as specified on plans. Truss configuration, geometry and other architectural features are responsibilities of truss designer/ or project architect/designer. If there are any questions or concerns, please feel free to contact me at the number below. Thank you, Jarrod P. Ho Jarrod Holliday, P.E. Civil, Structural, Septic Design BUTTE COUNTY PERMIT# , I�j AUG 0 7 2015 BUTTE COUNTY DEVELOPMENT SERVICES j�EVELOPMENT REVIEWED FOR ODE COMPLIANCE SERVICES DATE LIB 5550 Skyway Suite C Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com AF�SF�SSD�S C�PY MiTek� MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1504-088 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inca under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: 844352006 thru 844352012 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Q?,OFESS/ON� I NIO h� F2c W 76428 z m Of v ;o -V7* y ,April 28,2015 Hernandez, Marcos 015 --t � � BUTTE COUNTY AUG 0 7 2015 DEVELOPMENT SERVICES 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. PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CO E COMPLIAN DATE 19 B &T&aa I�''' 1111ImillOEM. of e .d• �:� • . • • • • �■e�� ria. 1 I�''' �■e�� ria. Job Truss Truss Type Qty Pty Fearon 2nd Dwelling SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 844352008 1504.088 A01 BOSTON HIP 2 A BC 0.31 Vert(TL) -0.19 O -P >999 180 BCLL 0.0 ' Rep Stress Ina NO L ob a ceotoal SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 a Mar 27 2015 MITek Industries, Inc Mon Apr 27 16:16:012015 Page 1 I D:8Dug E62YFO67 WqLPbjVPvzMTCJ-dA9c9 Ww8W BtJUfi SpjaRhCh)6hWVwJ_2oSQEKuzM RNC 3 QO 47-14 12-0-0 19-4-2 24-0-0 27-0-0 3-0-0 47-14 742 742 47-14 5x10 \\ 4x6 = 2x4 I I E 5x10 Scale =1:51.0 4x0 2x4 II 4X0 3x8 = 3x4 = 2x4 II 4x5 = 3x4 = 47-14i 12-0-0 19.4-2 17-14 742 742 24-0-0 ' 4-7-14 Plate Offsets (X.Y)— iB:0-2-14.Edgel, rE:0-3.0.Edgel. rl:0.2-14.Ednel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.07 O -P >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.31 Vert(TL) -0.19 O -P >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.18 Horz(TL) 0.06 1 n/a n/a BCDL 10.0 Code IBC2012frPI2007 (Matrix -M) Weight: 331 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G JOINTS 1 Brace at Jt(s): F REACTIONS. (lb/size) B=2216/0-3.8 (min. 0-1-8), 1=2215/0-3-8 (min. 0-1-8) Max Horz B=81(LC 12) Max UpliftB=512(LC 4), 1=512(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=5021/963, GAF=4509/912, D -AF= -4463/921, D -E=394/92, E -G=394/92, G -AG= -4459/921, H -AG= -4505/912, 1-1-1=5018/965, D -F=3902/814, F -G=3902/814 BOT CHORD B -W=915/4708, W -X=915/4708, P -X=915/4708, P -Y=915/4708, Y -Z=915/4708, O -Z=915/4708, N-0=820/4282, M -N=820/4282, M-AA=778/4280, L-AA=778/4280, L-AB=837/4704, AB-AC=837/4704, K-AC=837/4704, K-AD=837/4704, AD-AE=837/4704, I-AE=837/4704 BUTTE COUNTY WEBS D-0=137/805, G -L=136/801, C -P=24/405, C-0=457/95, H -L=456/98, H -K=22/405 BUILDING DIVISION NOTES- (14) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: APPROVED Top chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 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. Py to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. of ESS/' 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat 11; Exp C; enclosed; MWFRS OQR O�q (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Cr N 1+0 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �P 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 1-0-0 wide will fit between the bottom chord and any other members. w CO-) 76428 Z n 8) A plate rating reduction of 20% has been applied for the green lumber members. W d X 9) Prove a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt --Ib) 6=512, EXP.1213112016 2.*orb 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIIrPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. CIV I� 12) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. �,4 SOF CAIA Aoril 28.201 Continued on Daae 2 ® WARNING- verify design paremelem and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 01111-7473 rev. 0211&2018 BEFORE USE. • Design valid for use only with MiTek connectors. This design Is based only upon parameters shown• and Is for on Individual building component. Applicabilty, 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 responslbilliy, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding WOW '. fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, OSB -89 and BCSI Buflding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312• Alexandria. VA 22314. Suite 109 rA 9591n J ob Truss Truss Type Qty Pty Feeran 2nd Dwelling j 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 responsibility of the R44362006 1504.088 A01 BOSTON HIP 2 2 �- Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 o efere ce o o sl �lalCrv,a �LVJ LVMVCR RRYCR I.- S Ma'-- 1. M119a Ir1aY5al3a,- MYr Mpr[r io; io..vizwo rage[ I D:8Dug E62YF087 VVq_pb)VPvzMTCJ-dA9c9 Ww8 W BtJUfi SpjaRhCh)6hV WwJ_2oSQEKuzMRNC NOTES- (14) 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 Ib down and 51 Ib up at 840-0, and 54 lb down and 51 Ib up at 16-0-0 on top chord, and 58 Ib down at 2-0-12, 260 Ib down and 69 Ib up at 4-0-12, 246 Ib down and 65 Ib up at 6-0-12, 222 Ib down and 72 Ib up at 840-12, 222 Ib down and 721b up at 10.0-12, 222 lb down and 72 Ib up at 12-0-12, 222 Ib down and 72 Ib up at 13.114, 222 Ib down and 72 Ib up at 15-11-4, 246 Ib down and 65 Ib up at 17-114, and 2601b down and 69 Ib up at 19-11-4, and 58 Ib down at 21-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead; Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert Q -T=20, A -D=-60, D -E=-60, E -G=-60, G -J=-60 Concentrated Loads (lb) Vert N=222(F) M=222(F) W=18(F) X=260(F) Y=246(F) Z=222(F) AA=222(F) AB=222(F) AC=246(F) AD=260(F) AE=18(F) I BUTTE COUNTY BUILDING DIVISION APPROVED WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ABTEK REFERANCE PAGE MI1.7477 rev. 021812015 BEFORE USE 1 Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and Is for on Individual building component. MT 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 responsibility of the erecta. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiT®k' fabrication, quality control. storage, delivery, erection and bracing, consu8 ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Pry Fearon 2nd Dwelling LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d 1 844352007 I 1504.088 A02 COMMON 3 1 BC 0.39 Vert(TL) -0.27 H -J >999 180 Suite 109 BCLL 0.0 • Rep Stress Incr YES WB 0.24 Job Reference (o oa SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 MiTek Industries, Inc Mon Apr 27 16:16:02 2015 Page 1 1D:8DugE6r2YFO67Wq pbjVPvzMTCJ-5Ni_MsxmHV7A6pHeNQ5gEPEuF5gP8KC16AotKzMRNB 3-0-0 6414 12.0.017-7-2 24-0.0 27-0-0 3-0-0 6414 5-7-2 5.7-2 6414 Scale = 1:49.3 5x6 = - 4x5 = ii 8.34 83.4 1541.12 7.5-8 24-0-0 834 Plate Offsets (X.Y)- [B:0-2-10.Edge]. rRO-2-10.Edae1 ppo LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.07 H -J >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.27 H -J >999 180 Suite 109 BCLL 0.0 • Rep Stress Incr YES WB 0.24 Horz(TL) 0.07 F n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight 122 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 5-11-6 oc purlins. BOT CHORD 2x4 DF No. 1&BV G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (Ib/size) B=1140/0-5-8 (min. 0-1-8), F=1140/0-5-8 (min. 0-1-8) Max Harz B=81(LC 12) Max Uplift2=239(LC 4), F=239(LC 5) FORCES. (lb) -Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=2061/223, C -D=1827/183, D -E=1827/183, E -F=2061/223 BOT CHORD B -J=195/1900, I -J=-03/1342, H-1=-63/1342, F -H=115/1900 WEBS D -H=-42/534, E -H=341/168, D -J=-41/534, C.J=341/168 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opst; h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except at --lb) B=239, F=239. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �QF ESS/0 8) "SemFrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Q N 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. qC)l rl 10 tiF F2 LOAD CASE(S) Standard 0 � �� 2 76428 d M BUTTE COUNTY * EXP. 12I31/2016 BUILDING DIVISION APPROVED �qTF OF CA1.� April 28,201 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED h9TEK REFERANCE PAGE N167473 rev. 0211&7015 BEFORE USE , Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. ppo Appicablity 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 erector. Additional bracing the is the the building designer. For MiTek' permanent of overall structure responsibility of general guidance regarding fabrication, quality control. storage. deivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSI BuBrBng Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Pty Fearon 2nd Dwelling TCLL 20.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) 0.00 D n/r 120 844352008 1504-088 B01 Common Supported Gable 2 1 Suite 109 BCLL 0.0 • Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 D n/a n/a Reference (optiona SYSTEMS PLUS LUMBER C.O. ANDERSON, CA 7.620 s Mar 27 2015 Wait Industries, Inc, Mon Apr 27 16:16:03 2015 Page 1 ID:8DugE6f2YFO67WgLpb)VPvzMTCJ-ZZGMaCyO2o71 kzsgw8cvndm5nVGtOFoLGmvLPnzMRNA 3-" 6-0-0 i 1-0-0 7 1.0-0 3.0.0 3-0-0 Scale = 1:15.4 4x5 II 3x4 = 2x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) 0.00 D n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) 0.00 E n/r 120 Suite 109 BCLL 0.0 • Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 28 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 16Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=188/6-0-0 (min. 0-1-8), D=188/6-0-0 (min. 0-1-8), F=225/6-0-0 (min. 0-1-8) Max Horz B=22(LC 9) Max UpliftB=72(LC 4), D=76(1_C 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-40 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 140.0 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 bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard Q\-4,OFESS/ONS i N IO h� < LU 76428 m v � BUTTE COUNTY \ BUILDING DIVISION \ APPROVED EXP. 12/31/2016 ts� CIVi� �TFOF CA 12/31/2016 April 28,201 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED IW TEK REFERANCE PAGE 11111.7479 rev. 02118/2018 BEFORE USE. Design valid for use only with Mgek connectors. This design is based only upon parameters shown. and Is for an individual building component. am' of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of ind'ntduol web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the erector. Additional bracing the is the the building designer. For MiTek permanent of overall structure responsibility of general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type City Ply Fearon 2nd Dwelling Vdefl Ud TCLL 20.0 Plate Grip DOL 1.15 844352009 I 1504-088 B02 Common 1 1 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 F >999 Job Reference (optional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 a Mar 27 2015 MiTek Industries, Inc. Mon Apr 27 16:18:05 2015 Page 1 1D:8DugE62YFO67W( pbjVPvzMTCJ-Vy08_uzeaQNIzGOD2YfNs2sRMIyOs98ej4OSTfzMRNS -1-0-0 3-0-0 6-0-0 1-0 0 3-0-0 3-0-0 4x5 II Scale = 1:15.4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 1 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 F >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IBC2012frPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.18BtrG WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) B=300/0-5-8 (min. 0-1-8), D=300/0-5-8 (min. 0-1-8) Max Horz B=22(LC 4) Max Uplift 13=70([-C 4), D=70(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=327/30, C -D=327/30 BOT CHORD B -F=3/296, D -F=3/296 3x4 = PLATES GRIP MT20 220/195 Weight: 28 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 640-0 oc purlins. 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. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.8-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift atjoint(s) B, D. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard BUTTE COUNTY SUILDiNO DIVISION APPROVED ii QROFESS/ON I NIO tiF�F2c �2 2 76428 z m o � EXP. 12/31/2016 1'n cjVI� \FOF CAI. April 28,201 A WARNING - Vemy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE Mll-7473 rev. 02116/2013 BEFORE USE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design 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 responsbillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Fearon 2nd Dwelling (loc) 1/defi Ud TCLL 20.0 Plate Grip DOL 844352010 I 1504098 J02 JACK -CLOSED 4 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) Job Reference footionall SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 a Mar 27 2015 MITek Industries, Inc. Mon Apr 27 16:16:06 2015 Page 1 I D:BDugE62YFO67 WgpbjVPvzMTCJ-z8yUCD_GlgVcbQ bPcGAcOFOYAiGzbaloyk8?O6zM RM 3-0.0 35-0 t 8.0.0 311-i 3u" 3-5-0 0 611 4-0-5 5x8 \\ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defi Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 E -F >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.05 E -F >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.17 Horz(TL) 0.01 E n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except' TOP CHORD C -D: 2x4 DF No. t&Btr G BOT CHORD 2x4 DF No.1 &BtrG BOT CHORD WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) B=522/0-5-8 (min. 0-1-8), E=276/Mechanical Max Horz B=64(LC 4) Max UpliftB=187(LC 4), E=-45(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-477/65 BOT CHORD B -F=.67/433, E -F=-66/425 WEBS C -E=-438/70 NOTES- (12) Scale = 1:21.6 PLATES GRIP MT20 220/195 Weight: 41 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss enaction, in aocordance with Stabilizer Installation guide. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. 5) • 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 1-0-0 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 Ib uplift atjoint(s) E except (jt=1b) B=187. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" 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) 105 Ib down and 96 Ib up at 3-11-12, and 73 Ib down and 75 Ib up at 6-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert A -C=-60, C -D=-00, E -G=20 BUTTE COUNTY BUILDING DIVISION APPROVED Q�0FESS/pN 'i N 10 ti��Ftic w v 76428y �rb EXP. 12/31/29)6 April 28,201 A WARMNG - VeAy design perimeters and READ NOTES ON THIS AND INCLUDED AOTEK REFERANCE PAGE Mi67479 rev. 02116/2015 BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. MV Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. srocing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPIT Quality Cdteda, DSB-69 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type oty Ply Fearon 2nd Dwelling 3) Provide adequate drainage to prevent water ponding. BRACING - 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. TOP CHORD 2x6 DF SS G 'Except' 5) • 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 1-0-0 wide will 844352011 I 1504-068 J03 JACK -CLOSED 4 1 BOT CHORD 2x4 DF No.1 &Btr G 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E except (it --lb) B=183. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G 10) "Semi-rigid with fixed heels" Member end fixity in the design this truss. Job Reference o Uo a SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 a Mar 27 2015 Mi'rek Industries, Ire Mon Apr 27 16:16:07 2015 Page I ID:8DugE62YFO67Wq_pb)VPvzMTCJ-RKWIPZ?v51 dSCaAcBzhrxTxk_6e1 K24xBOtYYYzMRN6 300 5-5.0611-11 , 8.0-0 -0.O 3 5-5-0 0$11 2-05 Scale = 1:21.6 5x8 \\ LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code IBC2012ITP12007 CSI. TC 0.14 BC 0.11 WB 0.07 (Matrix -M) DEFL. in Vert(LL) -0.01 Vert(TL) -0.03 HOrz(TL) 0.00 (loc) Vdefl Ud F -I >999 240 F -I >999 180 E n/a n/a PLATES GRIP MT20 2201195 Weight 42 Ib FT = 20% LUMBER- 3) Provide adequate drainage to prevent water ponding. BRACING - 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. TOP CHORD 2x6 DF SS G 'Except' 5) • 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 1-0-0 wide will TOP CHORD Structural wood sheathing directly applied or 64)-0 oc purlins, except C -D: 20 DF No.1&Btr G 6) A plate rating reduction of 20% has been applied for the green lumber members. fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and SCSI Building Component end verticals. BOT CHORD 2x4 DF No.1 &Btr G 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E except (it --lb) B=183. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G 10) "Semi-rigid with fixed heels" Member end fixity in the design this truss. j 'Q2 MiTek recommends that Stabilizers and required cross bracing 2 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 Ib down and 94 Ib up at U� O 76428 y tr U be installed during truss erection, in accordance with Stabilizer W ITT 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. d X EXP. 12131120 6 Installation uide REACTIONS. (lb/size) B=525/0-5-8 (min. 0-1-8), E=270/Mechanical 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Max Horz B=89(LC 7) oFcauF�`�`�\ Max UpliftB=183(LC 4), E=44(LC 8) ADril 28.201 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=314/42 BOT CHORD B -F=25/260, E -F=29/253 WEBS ' C -E=317/55 NOTES- 1) Unbalanceded roof live loads have been considered for this design. BUTTE COUNTY 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS BUILDING DIVISION (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. p1 p1 -i �ra / E D APPROVED 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. ��""'' �/ 5) • 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 1-0-0 wide will ht between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and SCSI Building Component 7) Refer to girder(s) for truss to truss connections. FES 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E except (it --lb) B=183. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Q� pIN10 2 10) "Semi-rigid with fixed heels" Member end fixity in the design this truss. j 'Q2 pitchbreaks model was used analysis and of 2 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 Ib down and 94 Ib up at U� O 76428 y tr U 5-11-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. W ITT 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. d X EXP. 12131120 6 LOAD CASE(S) Standard Tk k 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plQ Vert A -C=-60, C -D=-60, E -G=20 oFcauF�`�`�\ ADril 28.201 Continued on Daae 2 A WARNING - Verily design perameters end READ NOTES ON THIS AND INCLUDED 69TEK REFERANCE PAGE MII-7473 rev. 02116/2016 BEFORE USE Design void for use only with MTek 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 responslbl6ty 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 responslbfNty, of the erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT®k' fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type oty Ply Fearon 2nd Dwelling �I Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 844352011 I 1504-088 J03 JACK -CLOSED 4 1 - fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and SCSI Building Component 7777 Greenback Lana Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 72314. Job Reference (optional) SY5f hMS PLUS LUMBER W. ANDERSON, GA LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: J=13 7.620 s Mar 27 2015 MiTek Industries, Inc. Mon Apr 27 16:16:08 2015 Page 2 iD:8DugE6r2YF067Wq pbjVPvzMTCJ-wX4Fd1RXsLmJgkkojhC4UgUvkWyG3UK4P2d64_zMRN5 BUTTE COUNTY BUILDING DIVISION APPROVED ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M114473 rev. 02H8r20f5 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �I 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 any. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the bui�ng designer. For general guidance regarding M IT®k• fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and SCSI Building Component 7777 Greenback Lana Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 72314. Suite 109 Job Truss Truss Type Qty Ply Fee ron 2nd Dwelling TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.07 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 R44352012 I 1504-M J04 JACK -OPEN 10 / 7777 Greenback Larne BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) Suite 109 Weight: 39 Ib FT = 20% LUMBER- BRACING - ob Refe nce o do al SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 MiTek Industries, Inc. Mon Apr 27 16:16:09 2015 Page I ID:8DugE6f2YFO67Wc pbjVPvzMTCJ-OjedgF09desASuJ_HO)JOuO3MwFhoytEeiMfcRzMRN4 J-0-0 8.0.0 3-0 0 &0.0 i 2x4 11 Scale = 1:22.3 E Plate Offsets (X.Y)— rB:0-1-2.Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.07 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.29 Vert(TL) -0.24 D -G >388 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.01 B n/a n/a 7777 Greenback Larne BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) Suite 109 Weight: 39 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. BOT CHORD 2x4 DF No.16Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation e REACTIONS. (lb/size) B=533/0-5-8 (min. 0-1-8), D=275/Mechanical Max Horz B=147(LC 4) Max UpliftB=170(LC 4), D=57(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=544/0 BOT CHORD B -D=58/442 NOTES- (9) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has.been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D except (jt --lb) B=170. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ESS/O/t/� 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q.,OF N LOAD CASE(S) StandardC L, 76428 m BUTTE COUNTY EXP. 12/31/2016 BUILDING DIVISION * APPROVEDV 'grFpF April 28,201 WARNING - Ver!/y design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE NII -7473 rev. 0211912015 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Appkoblrty 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 responsibiNty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control storage, delivery, erection and bracing. consult ANSI/rPil Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Larne Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra. VA 22314. Suite 109 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/' Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or x -bracing, is always required. See SCSI. O 1/�Q, c1-2 C23 2. Truss bracing must be designed by an engineer. For c� 4 O WXz' wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I T Os, p " �� i bracing should be considered. 2 O U ab = 3. Never exceed the design loading shown and never o- U stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building 0 For 4 x 2 orientation, locate plates 0-'A& from outside designer, erection supervisor, property owner and all other interested parties. BOTTOM CHORDS 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 ANSIAPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from ' Plate location details available In MfTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. sottware or upon request. NUMBERS/LETTERS. 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 -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular 4 x 4 ESR -1311, ESR -1352, ESR 1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and sae, and Indicated by symbol shown and/or BUTTE COUNTY in all respects, equal to or better than that specified. by text in the bracing section of the BUILDING DIVISION 13. Top chords must be sheathed or purlins provided at or output. Use T I bracing spacingindicated on design. if indicated. APPROVED 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 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MTek@ All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ��® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction, and pictures) before use. Reviewing pictures alone DSB$9: Design Standard for Bracing. � ® is not sufficient. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling,ANSI/TPI 1 quay Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 02/16/2015 Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com INSPECTION AGENCY Timber Products Inspection, Inc. 105 S.E. 124th Avenue Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360) 449-3953 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * MiTek * ICC ES Report ESR -1311& ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS (2303.4/R802. l0roof/R502.11 floor) TRUSS ENGINEERING LAYOUT YES ❑■ NO ❑ Standard Truss Detail Title Detail # = Included Gable End 85 Wind B 1 Gable End 110 Wind B IA Gable End 110 Wind C 113 Hat Truss over 6/12 2 Hat Truss under 6/12 213 Web Bracing Details 3 0 Valley Fill Frames 4 Open Face Jacks 5 ✓ Toe nail 6 ✓ Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data 11 ✓ Purlin Gable 12 BCSI at www.sbcindustrv.com BCSI-131 Summary Sheet at www.sbcindustry.com Systems Plus Job Number 1504-088 Date 04/28/2015 Revisions) PERMIT #J(� Customer Fearon BUTTE COUNTY OEVFl panne NT SERVICES Pro ect Gara a REVIEWED FOR J 9 CODE COMPLIAN E LocationChico, CA 'OR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE SCSI -B1 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET, APPROVALS: 11 -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-BI SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS. SHALL BE PLACED PER STANDARD DETAIL #3 (MlI/SAC51 & Mil/SAC-23). t -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B 1 SUMMARY SHEET). + -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. BUTTE COUNTY BUILDING DIVISION APPROVED JULY 11, 2011 LATERAL TOE -NAIL DETAIL ST -TOENAIL Fv_100 0 00 0 00 a MiTek USA, Inc. oMiTek USA, Inc. Page 1 of 1 R NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE SQUARE CUT SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE ----q FAR SIDE NEAR SIDE ---+ FAR SIDE SIDE VIEW (24) 4 NAILS NEAR SIDE --� FAR SIDE NEAR SIDE ---i FAR SIDE FRIME COUNTY UIE-.,fiNG ._=DIVISs BON / a -Y 'A'iOVED SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SYP DF HF SPF SPF -S C4 .131 88.1 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 _;j .162 118.3 108.3 93.9 91.9 80.2 Cl) z z .128 84.1 76.9 66.7 65.3 57.0 OJ .131 88.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 82.8 72.3 ai 0 .120 73.9 67.6 58.7 57.4 50.1 z O .128 84.1 76.9 66.7 65.3 57.0 c .131 88.1 80:6 69.9 68.4 59.7 C_; .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE SQUARE CUT SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE ----q FAR SIDE NEAR SIDE ---+ FAR SIDE SIDE VIEW (24) 4 NAILS NEAR SIDE --� FAR SIDE NEAR SIDE ---i FAR SIDE FRIME COUNTY UIE-.,fiNG ._=DIVISs BON / a -Y 'A'iOVED SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE i DETAIL FOR COMMON AND END JACKS. MII/SAC - 8 -40PSF 11/25/2013 PAGE 1 ©TCLL 40.0"'r Plates Increase X1.19 BRACING MiTek Industries, Inc. ; TCDL 14.0 I Lumber Increase 1.15 ' TOP CHORD Sheathed. I Western Division ecu 0.0 Rep Stress Incr YES I BOT CHORD Rigid ceiling directly applied. I BCDL 10.0 -2 RADE BTR G LENGTH OF EXTENSION MINIMUM LUMBER SIZE AND G TOP CHORD 2 X 4 OF No. 1 &BTR G^ AS DESIGN REQ' D 20'-0" tdAX BOT CHORD 2 X 4 DF No. 1 8 SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131-X3.0" MIN) NAILS ®3" O.C: 2 ROWS j ,•...`'' •... I NOTE: ' ; (/ TOP CHORD PITCH: 3/128/12 -,• � J - BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND '_�` / �• I BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE r (0.162 -DIA. X 3.5') LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD ' CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5' LGT)TOE NAILS �✓' 3x6 = 01'tIO '------ CONN. W2 sed COMMON WIRE (0:162"DIA. X 3.5" LGT) TOE NAILS 8-0-0 NO. C7b428 6 -J -U EXP, 12-31-14; I 6 -V -U —•''di EXT. i•sf n! p�Of------ EXT. - -- EXT. �.._-......_.._._,. �._. _......._a,. c� y� qg Er.r. II z -o -o 2 5 2013 i _ CONN. W/3 /6d COMMON WIRE (0.162 -DIA. X 3.5" LGT) TOE NAILS IF BOTTOM CHORD IS 6'-0" LONG OR LESS j LUMBER MAY BE 2X4 DF STUD/STD G 3x6 — BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK. CONN. W2 16d COMMON WIRE(0.162"DIA, X 3.5") LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR 2-0-o PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. BUTTE COUNTY BUILDING DIVISION APPROVED WARYLW - 9e dost r 7777 Greenback lane ajjjr gr parwrsctare and REuD MITES ON THIS dND MCLUDED MTRX REPERRNCE PAGE M I--7473 BEFORE USE. Suite 109 Design volld for use only with Mitek connectors. This design is bosed•only upon parameters shown and is for an individual building component, SuiteNeighis, CA, 9581 Applicability of design poromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Is for lateral support of individual web members only. Addtional temporary bracing to insure stability during construction Is the responsibllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery• erection and bracing, consult ANSI/TPII Quality Criteria, OS8-89 and BCSII Building Component ®� ���® Safety Informallon available from Truss Plate Institute. 583 D'Onohio M Drive, Madison. WI 53719. MARCH 12, 2009 0 00 IJ �a MiTek USA, Inc. WEB BRACING RECOMMENDATIONS 9 ST-WEBBRACE MiTek USA, Inc. Page 1 of 1 Bay size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE 24"O.C. 48"O.C. 72" O.C. BAY SIZE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIFIED PROFESSIONAL 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2.6d (0.13172.51 FOR 1x4 BRACES, 2-10d (0.1317 3-) FOR 2[! and 2x4 BRACES, AND 3-10d (0.13173-) FOR 24 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.8d (0.131'X2.5-) NAILS FOR 1 x4 LATERAL BRACES, 101-0" 1610 1886 1886 2829 3143 3143 4715 12'-0" 1342 1572 1572 2358';; 4715 7074 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. WW xbdndusin'AOm and WWw.ohstAfg .:: 14'-0" 11 50 34 1 7 1 347 2021 • x.— 5. 8. TABULATED VALUES ARE BASED ON A DOL .1.15 ' 16'-0' 1006 1179 1179 1768 "'s ' 2358 2358 3536 -1 ti'-:=<'•;.. ' 181-0" 894 1048 1048 1572 5 1' 343 4715 20'-0" 805 943 943 1414 y:, 1886 1886 2829 Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24" O.C. ONLY, MITEK-STABIUZER- TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REOUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- TRI ICC AIQ rr. r INCTAI I ATInN (:I IIn r ANn1 RRfln i 1r.T CRFr:19:IrAMnM TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) BUTTE COUP!'-? `/ BUIL O NG DIV6SjON oQ?,pF SSION� LU C * R 12-31-15 Lr� C10. gTFOF CAOIF GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE PITO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIFIED PROFESSIONAL 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 N2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2.6d (0.13172.51 FOR 1x4 BRACES, 2-10d (0.1317 3-) FOR 2[! and 2x4 BRACES, AND 3-10d (0.13173-) FOR 24 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.8d (0.131'X2.5-) NAILS FOR 1 x4 LATERAL BRACES, 2-10d (0.13173-) NAILS FOR 2x3 and 2xA LATERAL BRACES. AND 3-104 (0.13110') FOR 2x6 LATERAL BRACES. B 2 X 3 q3, STD, CONST (SPF, DF, HF, OR SYP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. S. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. WW xbdndusin'AOm and WWw.ohstAfg D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL .1.15 ' FOR STABILIZERS: FOR A SPACING OF 24" O.C. ONLY, MITEK-STABIUZER- TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REOUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- TRI ICC AIQ rr. r INCTAI I ATInN (:I IIn r ANn1 RRfln i 1r.T CRFr:19:IrAMnM TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) BUTTE COUP!'-? `/ BUIL O NG DIV6SjON oQ?,pF SSION� LU C * R 12-31-15 Lr� C10. gTFOF CAOIF