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BRES20150459 Truss CalcsBuilding Materials and Construction Services 45491 Golf Center"parkway, Indio, CA 92203 Telephoner (760) 347-3332 Fax: (760) 347-0202 CITY OF I -A Q U I N TA BUILDING & SAFETY DEPT. A10 ROVED FUH CONST CTIUN DATE 2ah—B) ECEIVED FEB 2 4 2016 CITY OF LA QUINTA COMMUNITY DEVELOPMENT 000� •vio Juewo,� N+w�o� Plan i 2 02-23-2oi6 1` MII� MiTek' Re: Plan 1725 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R46597344 thru R46597350 My license renewal date for the state of California is December 31, 2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. e?,pFESSj() �4��❑� SOQN ac�ti C 074486 M *, EXP. 12-31-17 l* 1 i hem-► C $. `I —FA BUILDING & SA -ETY DEFT � VED FOR OONSTRUCTION DATE `w BY �r February 19,2016 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. r 00-00-OL� 31`d1d.V1E Q-,QL 31V1d Y/f P,5 3 I I O Job Truss Truss Type Qry Ply R46597344 7J., PLAN 1725 A01 GABLE 1 eference o lionall BVIC, Indio, CA - 92203 7.640 s Sep 29 20 15 MITek Industries, Inc. Thu Feb 18 12:10:06 7016 Rage 1 ID:SGtPEV9bpRo3HPy54hZuJV&v7Hp-rKGGu1 M DMCizcalxEsl l wuvOQ7QALY7T7bsMh_4zjtlV 17-.17-5 i. 17.7-5 23-2-13 28-9.12 35Z-n i �6-33 5-8-2 5-7-15 5-7-8 5-6-15 6-2-4 48 = 13 44 = 0.25 12 23 22 21 20 19 18 17 16 15 14 13 5x6 = 44 = 5x8 = Scale = 1:61.8 4x6 = 6x12 = 25 72 § 3x4 11 f>33 tt-_'jj_5� 17.7.5 232.73 k8.312 5•!i-2� 5-7.15 5.7-ti 5-&,�5 6.A4 Plate Offsets (X,Y)— (3:0-2-0,0-0-1], [8:0-7-0,0-3-1], [12:0-2-4,0-3-0], [30:0-6-0,0-2-4], [32:0-0-6,0-2-9], [53:0-1-15,0-0-121, [59:0-1-15;0-0-12], [61:0-1-15,0-0-12], [66:0-1-15,0-0-12] M%Q: L-a.5 -0-i 21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.08 11 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.25 BC 029 Vert(TL) -0.25 11-12 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.78 Horz(TL) -0.02 72 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 248 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc purlins, except BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1 &Btr end verticals. WEBS 2x4 OF Std G 'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 23-24: 2x6 DF SS, 8-9: 2x4 DF 1800F 1.6E or 2x4 DF No.1 &Btr 9-3-4 oc bracing: 10-11 OTHERS 2x4 OF Std G 'Except' 10-0-0 oc bracing: 9-10. 25-72: 2x6 DF SS JOINTS 1 Brace atJI(s): 26, 28, 30, 32 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer lasgallaliort auide. _ REACTIONS. All bearings 14-1-8 except (jt=length) 72=0-5-8. (lb) - Max Horz 23=175(LC 32) Max Uplift All uplift 100 lb or less atjoint(s) 13, 21, 22 except 23=-212(LC 27), 19=135(1C 30), 15=411(LC 38), 14=-219(LC 1), 72=213(LC 30) Max Grav All reactions 250 lb or less at joint(s) 23, 19, 13, 14, 16, 17, 18, 20. 21, 22 except 15=1589(LC 1), 72=763(LC 1) FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=349/482, 2-3=-577/983, 3-4=-719/451, 4-5=15311544, 5-6=-1537/461, 6-7=-1366/481, 7-8=1359/431, 8-72=-699/243 BOT CHORD 22-23=-278/234, 21-22=-375/328, 20-21=472/428, 19-20=-613/569, 18-19=-366/259, 17-18=-463/356, 16-17=-560/453, 15-16=726/619, 14-15=-970/531, 13-14=-1041/628, 13-73=-1069/661, 12-73=-1075/661, 11-12=-510/722, 10-11=-527/1483 WEBS 1-19=-548/490, 2-15=-781/448, 3-15=-1086/309, 3-26=-451/1805, 12-26=440/1718, 12-27=-713/241, 4-27=-711/240,4-28=-300/957, 11-28=-297/949,11-29=269/163, 6-29=-269/163, 10-31=-324/124, 7-31=-325/123, 10-32=-407/1308, 8-32=-423/1356 gC)FESS110 QQ Nq 50DN NOTES- e 1) Unbalanced roof live loads have been considered for this design. C0 2) Wind: ASCE 7-10; Vuft=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=3.6psf; h=1Oft; Cat. II; Exp C; enclosed; MWFRS (7 C�ft C 074486 (envelope) gable end zone and C-C Comer(3) G-2-12 to 4-2-12, Exterior(2) 4-2-12 to 34-4-12 zone; cantilever left and right exposed ; � end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1 25 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 * 12-31-17 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 4) Provide adequate drainage to prevent water ponding. 5) 1,5x4 MT20 61 CIVft \Q All plates are unless otherwise indicated. TFOFCA 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-15-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. February 19 2016 Q WARNING - V.* design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M1ek(& connectors. This design B based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional lemporary and permanenl bracing M i FT ek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and In ss systems. see ANSIITP11 Qu IRV Criteria, DSB-89 and BCSI Bonding Component 7777 Greenback Lane Solety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 711l4. Suite 109 Citrus Hei Ns CA 9561D Job Truss Tru&s Type (PLAN 1725 A01 GABLE BMC, Indio, CA- 92203 NOTES- 7.640 s Sap 29 2015 MiTak Industries, Inc, Thu Feb 18 12:10:06 2016 Pape 2 1 ❑: SGtPE V 9bpRo3 H Py54h7-u.t Wcv7 Hp-rKGGu1 M DMC12Ca 1 Asti wuvO07QAW+T7bs Hh_dzjll V 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Bearing al joint(s) 72 considers parallel to grain value uskiri ANSI(TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. T1) Provide mechanical connection (by others) of truss to bearing plate capable of withsi3nding 100 lb uplift ai jolnt(s) 13, 21, 22 except (jt=lb) 23=212, 19=135, 15= 411, 14=219, 72=213. 12) This truss has been designed for a total drag load of 1029 lb. Lumber DOL=(1 33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 14-1-8 for 72.8 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101031101 S BEFORE USE. Design valid far use only with WekO connectors. This design is based only upon parameters shown, and is for an individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MV building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional lemporary and permanent bracing is always required forstability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MITOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlttyll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available From Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2n14. Suite 109 Carus Heights, CA 95610 Job Truss Truss Type Oty Ply R46597345 PLAN 1725 A02 Common 1 1 .Job Reference (optional) BMC, Indio, CA- 92203 7,640 s Sep 29 2015 MiTek Industries. Inc, Thu Feb 18 12:10:07 2016 Page 1 I D: SGIPE V 9bpRo3H Py54hZuJ Wzv7 Hp-J1Nije5NNr7VggEkG7oZGG85RC HXmgFTJHq W7 E%Xxjtf U &9-3 11-71.5 17.7-5 _,}7783 6-33 5-&2 5-7-15 57-S�i15 8-2-4 4x6 = 4x12 = 0.25 L7L Scale = 1:61 4 4x6 = 6x12 = 16 16 15 14 13 12 11 10 9 5x6 = 3x6 = 4x6 = i 6.3.3 i 11-11-5 i13.10-12 i 17-7 5 P 23.2-13 i 284-12 354l-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 TCDL 10.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 BCDL 10.0 Code IBC2012rrPI2007 (Matrix) LUMBER - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.18Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Std G *Except* 1-16,8-9: 2x4 OF 180OF 1.6E or 2x4 OF No.1 &Btr OTHERS 2x6 DF SS REACTIONS. (lb/size) 13=1654/0-5-8, 19=354/0-5-8, 20=695/0-5-8 Max Horz 19=167(LC 8) Max Uplift 13=307(1-C 13), 19=48(LC 13), 20=-146(LC 9) DEFL, in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.06 11 >999 240 MT20 2201195 Vert(TL)-0.2111-12 >999 180 Horz(TL) -0.02 20 n/a n/a Weight: 179 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14 5-5-10 oc bracing: 12-13. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES. (lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. -OP CHORD 1-19=298/116, 1-21=-331/96, 2-21=335195, 2-3^811356, 4-5=-1212/251, 5-6=1 219/250,6-7=12011258, 7-8=1201l254, 8-20=6321163 -JOT CHORD 14-15=127/331, 13-14= 380/136, 12-13=1461/299, 1O 71=23911215 WEBS 1-15=-75/292, 2-14=762/149, 3-14=27/405, 3-12=-347/1835, 4-12=-7601200, 4-11=-210/1103, 6-11=-333/126, 7-10=324/120, 8-10=-227/1169, 3-13=-1889/367 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=3.6psf, h=10ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-7-4 to 4-7-4, Interior(1) 4-7-4 to 34-4-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 19, 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19 except (jt=lb) 13=307, 20=146. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. O'OFESSI soap, ,��� LIJG C 074486 * E 12-31-17 s�gTEOF February 19,2016 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporole this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MCI'1.' is always required for stability and 10 prevent collapse with possible personal injury and properly damage, For general guidance regarding the �xrll ll M1n fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIyrPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute. 218 N, Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type ty Ply - R46597346 PLAN 1725 A03 Common 1 1 Job Reference ootionall BMC, Indio, CA - 92203 7.640 s es Sep 29 2015 MiTek Indusln, Inc. Thu Feb 18 17 IM09 MIS Page 1 ID:SGIPEVR)PRo3HPy54hZuJ Wzv7Hp•FvxPV1r2OEif74YT2MWv_Jk%W%YnLRIjNpaIgIM1/!,bPzjtlS &33 j1-11-$ _ 232-13 7&9-12 63-3 8-2 5-7-15 57-8 T 5-6-15 6-2-4 � 4x6 = 4x12 = 0 25 L1L Scale = 1:61.4 4x6 = 6x12 = 18 20 j- N 16 15 14 13 12 11 10 9 5x6 = 3x6 = 5x8 = 11-11-5 i13-1it12 17.7-55 23-2-13 2&9.12 35-0-D "IT ]_11,Z ,'�,ii�9 5-7-8 _ 5-615 &^.�.. Plate Offsets (X,Y)— [6;0-7-0 0-3_1j j120 2-0,0-3 0] LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2012/TP12007 CSI. DEFL. in (loc) I/defl Ud TC 0.30 Vert(LL) -0.06 11 >999 240 BC 0.26 Vert(TL) -0.21 11-12 >999 180 WB 0.75 Horz(TL) -0.02 20 n/a n/a (Matrix) LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.18Btr TOP CHORD BOT CHORD 2x4 DF 18OOF 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Std G `Except" BOT CHORD 1-16,8-9: 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr OTHERS 2x6 DF SS REACTIONS. (lb/size) 13=1654/0-5-8, 19=354/0-5-8, 20=695/0-5-8 Max Horz 19=193(LC 27) Max Uplift13=355(LC 37), 19=182(LC 37), 20=-379(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-19=-322/200, 1-21=-476/374, 2-21=-340/234, 2-3=-358/499, 3-4=-419/353, 4-5=1212/424, 5-6=1219/491, 6-7=1201/525, 7-8=-1335/807, 8-20=632/394 �OT CHORD 14-15=-378/447, 13-14=-812/646, 12-13=1461/785, 11-12=-592/641, 10-11=-627/1215, 9-10=-709f767 -vVEBS 1-15=-340/495, 2-14=-799/477, 3-14=-178/423, 3-12=791/1835, 4-12=-760/402, 4-11=-718/1215, 6-11=-384/338, 6-10=-576/577, 7-10=-324/124, 8-10=-812/1304, 3-13=-1889/416 PLATES GRIP MT20 220/195 Weight: 179 lb FT = 20 % Structural wood sheathing directly applied or 5-9-0 oc purlins, except end verticals. Rigid ceiling directly applied or 5-5-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationquide_ NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuK=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=3.6psf; h=10ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-7-4 to 4-7-4, Interior(1) 4-7-4 to 34-4-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber D0L=125 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. ESS fO 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 bottom live load live loads �()F ��Q SO ❑ psf chord nonconcurrent with any other 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 N �y wide will ��Q` ❑� Q fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing 19, 20 C7 C 074486 atjoint(s) considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=355, * 12-31-17 19=182, 20=379. 10) This truss has been designed for a total drag load of 2572 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom from 13-8-0 to 35-0-0 for 120.6 01- chord plf. 11) Graphical representation does not depict the size or the orientation the the top bottom �Q purlin of purlin along and/or chord. OF February 19,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEN REFFJOEHCE PAGE MII-7473 rev. 10103MIS BEFORE USE. Design valid for use only with MiTek0 conneclors. This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing 7ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSOP11 4unlfly Criteria, DSB-89 and BCSI Building Component 77T7 Greenback Lane SafetyIntormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1 D9 Citrus Hei Ms CA 95610 Job Truss7ype Ory PlyR4659734IPLAN1725 ;SS Common 17 1 „ _ Job Reference (optional) BMC, Indio, CA- 92203 7,4540 a Sep 212015 UiTek lnd,, s, Inc. Thu Feb 18 12:10:10 R016 Pape 1 ID:SGfPEV9bpRo3HPy54hZ0JWzv7Hp6VNOPkQQCP58LITigt4k3iJInNSthjWLfFu7ssjtiR 11-ti-5 77.7.5 23-2-13 &1).12 ,__31-" 6-3-3 S&2 57-15 57-8 54i15 62 i 4x6 = 6x12 = 4x4 = 0.25 t12_ Scale = 1:61.4 4x6 = 3x10 = 17 N 19 1.61ry 15 14 13 12 11 10 9 3.4 11 4x6 = 3x4 = 5x6 = 3x10 = 4x8 = &3-3i 11.1 3 17.7-5 22.8-8 2 - 3 28-312 350-0 LOADING (psf) SPACING- 2-0-0 CSL TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 10.0 Lumber DOL 1.25 BC 0.27 BCLL 0.0 ' Rep Stress Incr NO WB O.51 BCDL 10.0 Code IBC2012/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 18GOF 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Sid G `Except' 1-15,8-9: 2x4 DF 180OF 1,6E or 2x4 DF No.1&Btr OTHERS 2x6 DF SS REACTIONS. (lb/size) 11=1695/0-38, 18=792/0-5-8, 19=217/0-5-8 Max Horz 18=167(LC 8) Max Uplift 11=316(LC 13), 18=129(LC 13), 19=-63(LC 9) 3x4 11 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.07 13 >999 240 MT20 220/195 Vert(TL)-0.2213-14 >999 180 Horz(TL) 0.03 11 n/a n/a Weight: 175 lb FT = 20 % BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. WEBS 1 Row at nlidpi 4-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. -OP CHORD 1-18=-731/166, 1-20=-1203/258, 2-20=-1209/257, 2-3=-1502/303, 3-4=-825/171„ 4-5=208/936, 5 6=-209/929 --dOT CHORD 13-14=-285/1206, 12-13=-329/1498, 11-12=-194/803, 10-11=-932/192 WEBS 1-14=-219/1265, 2-14=-472/145, 2-13=-56/326, 3-12=752/149, 4-12=21/462, 4-11=-1908/356, 6-11=-769/207, 6-10=218/1081, 7-10=-322/119 NOTES- 1) Unbalanced roof live loads have been Considered forthis design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=3.6psf; h=10ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-7-4 to 4-7-4, Interior(1) 4-7-4 to 34-4-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.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) Bearing at joint(s) 18, 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19 except (A=lb) 11=316,18=129. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 00 E5510� sooty L C 074486 rn * E 12-31-17 IV �P �TFOF Fa�� February 19,2016 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid Tor use onty with 1ARtartl canne_fou; This design is based only upon porometers shown, and is for an indivlduul bullding component, not a Ina:=. system. Before use, the bulldlnng designer mull verify the oppfcobility of deign peramelers and property incorpofate Ifsh design into the overall _ building design. Bracing indicated is to prevent buckling of individual buss web and/or chord member only. Additional lemporaryand permanent bracing M i 1 r e is always required for stability and to prevent collapse with possible personal lnlury and propertyddmope. For general nuldonoe regarding the labricalion, storage, delivery, erection and bracing of trusses and truss systems, see AN51/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 216 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 cA,u,HeiQbt5, CA 9561 Job Truss Truss Type Qty Ply R46597348 PLAfJ_172$ A05 Common 2 1 _, Job Refererxe.,lontionall _ B IC, raffia, CA - 92203 t B-13 i 57.71= 6 33 5-8-2 4x6 = 6x12 = 7 0 d :i 9 4x5 = 7.U0 5 Sep 29 2015107ek Industries, Inc. Thu Feb 18 12:111.--11 2D16 Page 1 ID:SGIPEV9bpRo'3HPy54hZW Wzv7Hp•BH39xkQMBkLGjLvv1 PLCdxcuB67JBl_s164SglzjtlQ 5-7-15 4-11-7 6-3-0 6-2-4 Scale = 1:61.4 0.25 4x6 = 3x10 = 16 15 14 13 r^'r 12 11 10 9 5x6 = 44 = E-3.3 17_77_5 174'5 22$i2 ZB-972 3"r0-Q C 3.3 5$2 5.7.45 11117 6:3.0 52.4 Plate Offsets (X,Y�- 11 0-3-8,0-3-11. [13:0 3 0,0 3 O1.[20:0-3-8.224-0).j20:O-9-8,22-"1, j20:04-8,22-M). I20'0 9-8,22-"j LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 TCDL 10.0 Lumber DOL 1.25 BC 029 BCLL 0.0 Rep Stress Incr NO WB 0.70 BCDL 10.0 Code IBC2012JTPI2007 (Matrix) LUMBER - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 180OF 1,6E or 2x4 DF No.1&Btr WEBS 2x4 DF Std G "Except" 1-16,8-9,6-12,6-11: 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr 6-20: 2x6 DF SS OTHERS 2x6 DF SS REACTIONS. (lb/size) 19=825/0-5-8, 20=1488/0-38, 21=375/0-58 Max Horz 19=167(LC 10) Max Uplift 19=136(LC 13), 20=284(LC 13), 21=-85(LC 9) 18 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0 07 14 >999 240 MT20 220/195 Vert(TL) -0 22 14-15 >999 180 Horz(TL) -0 01 21 n/a n/a Weight: 180 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins, except end verticals. 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 Hide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-765/174, 1-26=-1271/272, 2-26=-1277/270, 2-3=1644/332, 3-4=1044/214, 4-5=115/294, 5-24=116/291, 6-24=157/505, 6-25=-156/506, 7-25=-121/319, 7-8=455/161, 8-21=321/101 .r7TCHORD 14-15=-290/1273, 13-14=-340/1640, 12-13=-210/1024, 10-11=-80/452 WEBS 1-15=234/1340, 2-15=-505/152, 2-14=-76/409, 3-13=666/143, 4-13=21/439, 4-12=-1508/284, 7-11=-825/153, 8-10=-74/386, 12-22=-126/776, 22-24=126/776, 11-23=-41/354, 23-25=-41/354 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=3,6psf; h=1Oft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-7-4 to 4-7-4, Interior(1) 4-7-4 to 34-4-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 19, 20, 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 21 except (jt=lb) 19=136, 20=284. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �eRC)FESSI0 sooty oEFy LU cr_C 074486Fn * F 12-31-17 OPC February 19,2016 A WARNING - Verify design p—stars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. • Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;;��ek, building design. 11 c klg indicated is to prt kk revsbucng at individual truss%eh and/or Chard members only. AdcfiWal fempppry dnd p8ln nent bracing 15 ok ays required for 5lability and to prevent collapse with Pessbe, par l Iniury and pivperiy damage. For�7a ql guidance r&gordFiq fne M" lobrico}an. 5fwage. delivery, er8clion tlnd broonq o{ innx-: ondin.rs systems, see ANSV[I-ll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available From Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus 1-lei his CA 95,610 Truss Truss Type dry ply Fob R46597349 ADS Common 7 1 _1725 .Job Reference (optional) dMG, Inalo, GA-971U3 3-3-3 5$2 0,25 112 4x6 = 7x10 = /.ti4U fi `aE� (91U15 rAl r nK r00usirICS, Inc. I nu Yea Ili ly'1u-. iz zui rage 1 ID:SGlPEV9bpRo3HPy54f12u,IWsv7Hp-fUdX84R x2T7KVU5a7sR9992VYUAwgGf}_nk?CkzjllP 5-7-15 5-7-8 5-&15 4x4 = B-2-4 Scale = 1:56.1 4x6 = 3x10 = 17 n u5 19 Id w 15 14 13 12 11 10 9 1 5x4 4x4 = 3x4 = 5x6 = 3x10 = 3x10 = 3x4 ii 14,7-4 1A.&8 2U - 2 25.9.1 32.OA 333 5•�2 �7,55 5-1.4 0.& 5SRi5 &2-4 Plate Offsets {k.Y — f 1:0-1�,¢3 5] f 17:0 3 9,0 1�j j120 3 0 �3 6 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0,05 12-13 >999 240 MT20 220/195 TCDL 100 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.15 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Horz(TL) 0.02 11 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 164 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins, except BOT CHORD 2x4 OF 180OF 1,6E or 2x4 DF NO.1&Btf end verticals. WEBS 2x4 OF Std G "Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-15,8-9: 2x4 OF 1800F 1.6E or 2x4 OF No.1 &Btr 6-0-0 oc bracing: 10-11. OTHERS 2x6 OF SS WEBS 1 Row at moo 4-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=1492/0-3-8, 18=691/0-5-8, 19=281/0-5-8 Max Horz 18=168(LC 8) Max Uplift 11=280(LC 13), 18=110(LC 13), 19=-75(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. `,OP CHORD 1-18=-675/151, 1-2=6121155, 2-20=1183/250, 3-20=1188/249, 3-0=794/168, l 4-5=155/648. 5-6=157/642 —t3OT CHORD 13-14=-184/610, 12-13=-277/1184, 11-12=-193/778, 10-11=-645/150 WEBS 1-14=-154/882, 2-14=-553/151, 2-13=109/641, 3-12=438/94, 4-12=0/359, 4-11=-15641297, 6-11=-711/197, 6-10=-1911934, 7-10=-322/119 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=3 6psf; h=1Oft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-7-4 to 4-7-4, Interior(1) 4-7-4 to 31-4-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=125 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` ��?,C)FE`�S/o/v ti SOO/V 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. O 6) A plate rating reduction of 20% has been applied for the green lumber members. CO 7) Bearing at joint(s) 18, 19 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify (D LU C 074486 capacity of bearing surface. � 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19 except (jt=lb) 11=280,18=110. * E 12-31-17 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. TFOF . UF���\P February 19,2016 Q WARNING - Verify design Panmefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MOekO connectors. This design is based only upon paramelers shovm, and is for an individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated m to prevent buckling of individual buss web and/or chord members only- Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. Fw general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Componenl 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 K, Lee Street, Suite 312, Alexandria, VA 29114. Suite 109 Citrus i-kighis. CA. 95610 Job Truss Truss Type pry Ply R46597350 (PLAN 1725 B01 Common 10 1 Job Reference (oolional) 5-7-7 5x6 = 0.25112 53-15 I.tr9G s 5Rp CJ LU1J Mn eK 1r10Ye1fM3- IfIC. I nu re0 1d 141U'12 WuT5 Ma 1 ID:SGtPEV9bpRo3NPy54hiuJVJsv7Hp`fU&WF x2T7KVU5a7sR%WYR7wk10 oknkzjlIP 5-2-5 5-2-6 Scale = 1:36 4 Sx6 = 12 10 6 3x4 I 6x6 = 3x4 = 3x10 = 3x4 II I $_7.7 �_ 10-111-6 1&1.11 i 21-0 ~— 5.7.7 5-3-15 5-2-5 Plate Offsets (X,Y)-- E3:0.2-12 .03.01. r7:0-3-9,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weil Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TC 0.21 Vert(LL) -0.12 8 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1 25 BC 0.39 Vert(TL) -0.36 8-9 >698 180 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix) Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No 1&Btr TOP CHORD Structural wood sheathing directly applied or 4-2-10 oc purlins, except BOT CHORD 2x4 DF 1800F 1 6E or 2x4 DF No. 1&Btr end verticals. WEBS 2x4 DF Std G 'Except` BOT CHORD Rigid ceiling directly applied or 9-7-8 oc bracing. 10-11,6-12: 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=842/0-5-8, 6=842/0-5-8 Max Horz 10=161(LC 8) Max Uplift10=151(LC 13), 6=-164(LC 9) FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-776/165, 1-13=-1740/372, 2-13=-1743/371, 2-3=-1749/370, 3-4=-2388/484, 4-14=-1834/384, 5-14=-1840/383, 5-6=776/179 OOT CHORD 8-9=487/2378, 7-8=357/1836 )EBS 1-9=319/1759, 2-9=331/123, 3-9=-671/136, 4-8=-150/581, 4-7=-495/158, - 5-7=362/1803 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=11Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=3.6psf; h=1Oft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone and C-C Exterior(2) 0-1-12 to 4-1-12, Interior(1) 4-1-12 to 21-2-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will 9,0FES5/O fd between the bottom chord and any other members.QQ N9� 6) A plate rating reduction of 20% has been applied for the green lumber members. Soo 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=lb) 10=151, �C{,� 0� N ❑ C��C 6=164. Lu C 074486 M IY- * P 2-31-17 �IEOFCA February 19,2016 ,& WARNING - Verily design pammelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek,& connectors, This design B based only upon parameters shown, and is for an individual building component, nol a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only, Additional lemporary and permanent bracing :y'�E�' is always required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the MI R fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, DSB-8? and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Streel. Suile 312, Alexandria, VA 22314. Suite 109 Gilrus Hei Ms CA 95610 n zj m -' a \ D � Z n��Wp�ZC Q N p S.m fl Q a 0 a�i4� mQ0m 3!1(n ao Qn, o a N��7 Qm =a0Q a =Cm 3CWo3 Q (D(DOO Q O ='o, acQD 3� ZZL (D (p C 3 Q a ID -0�Onm� ��Dzr a - ID N N�n O�(ngofl 2 0 -03�m �Qn CUD 5-7Daflo�.No. q -0 n 3 C1 O 0 3 Q (Q Q00 no 2(a0aCD :3*N3 (D Q 0- 3 (p 0 < (D (Q _n � �QN fan • g•,' (D Q7 (Q C Q Q Q = Q Q t0ir (D C c In 7 _� O ST m T co_ _a (D 0 (P � m v CA m a a, (D o (n < CD �+ m � m m (fl :3 a m (D 'Y C = c (D �,' j to (A CD C- 0 Q Cn w N O fD a @ =r ZI o u, �• N ' Ncn ai�: (cn 0 f1 m O al Q Q O W D = 0 c 3 g m 3 ff c U Q C Ow < Z CD CD Cn O N CD C cn CD (D a D m r D i o Q r- D D x m coO m m r r I I t O �' m p 0 n v p= A\W > O oa = m O z N G) (D Cp0 �y 0 00-0 F (DST ° ET a_ ODpO() G�3 D Z O D �m �� 7(D 0 �3 O Q OL6 Q-� 3 m fl �_ Q O N m Q O N p m z Q j C j D@:3 m fl n Q N Q -« 3� O Q(D Z Q o mom ° 3o mQcoo QzsS'o`. y ma 3m� o% °? 6 tea° Z o 7 �' `in O '^. v3 NlD O � N p 0� N CD 0-n (D (] 3 C Q^. _ CD N O 0- p �• CD O N (D C S � mm Z n � D x WA n O 30 moz u J OW m (n C Mt ma-r . ;a 0 (n vD (D ~ T Z xm (nm z7� p n 0p v �m w� a� °, co y m =z H A W to C. D �' Na O m > D� V cw m M - M m Z 0 O m Zc co '° < z G� n oo OD D m m = N T m Q m A m v y xv m o N m =1 Om 00 Z o `_ a � z >� o x0 m [I - ti Oy m TOP CHORD C1-8 (1 C a O do C/� W2-7 = �Y O N m m A 0 Q 3 � m (p ir- 0 O f +w V• (9 O 0- O j �mm 'V (D G 3 TOP CHORD A CJ N T D DO N ❑A -o me N Op (� m a� �� c 7v n W n cc sc �C7 Oo C) Oat '^ Z U3 �� s1D N oaf. -°�<o o' a� 3 �o (°�� (fDi°3 fim 3a3 o� m� o=° o o"-° °�< o, <55N (-°oa �3 °f o� o <o (D "3 �� _mm a a�zs f.� �N �� o00 3 5Na 'rm 3��u 0� Q G go o - (oo m 6 m m sm o0 <. NQL Qa (D CD(D(D 3cD o No �o CQ pc �•mo Q.}� a oo °o 0 a(D a� oho m� xm o° p°� m °O �(D ZOT oo CD O /1 c3 =0 moo_' °o 00 oa n3 Na (D o�� m 33 m3 a mDo o° c �O x� O T /V�J °� '(D ° o- cD o °� I1 fD o00 0< m 7, mm: R!! a ao43 6a � O m3 �� < m� �m m- �Q 3o a'? o� as _ a0_ ° (goo 05 6°�N - o 3 o s�0 m o_a au c ? N ao -� �2 c o zr Q> > CD (D •�0 0< O Cho cD0 (Dry❑ �� o NS. oo a0- 3CD oN2 o� �� 0 0�0 -0, �a 0('0 .a 5.0- G 0 O 7 N 3 O C O Y CD .G 3 (N ° 7 (D �.o m moa ° m �o am °0 3° Q�c oa ° �� a7c� ?mN a0 oaa -°.° O �V <, 3 0 0 o 0 3 u o m n o N� 3 o f_ 0-o 0 ro ? N n 0 ao <a� n Aa to c N (D ,� p 3 ° a= < N c N C ° (O O (D m m m 0 3 m a o f° m m a m° 0 m a m a- D u o . o a o o m o cc (° i Q C Q (D (D cV o mm °a o�� o o� c �Z-aN ro�� Q �• � 33 a o m °0. 7 N. 9 0 � m (ap �� ° D o v i '^ �' -0 r0 (D M n0 (O 3 O -O 0 '^ f0 j o C. t (D p N D U j - iT O O ° O O N N 7 (D ° (D O n N �� N (D `G 3 O O Q 7 _ a =s _ (D (D �o so 30 °� o °.3 :2 0 0 ° ° fD 0- -°m a`D (Cn N° �c o f. 0 0 oN �° �o a°o �o _0 -0 3 �c Na m° CD x C S. (D N 3 7 a _ O (D 7 ID N m 0 CD 0 a (D �a o c o a a m m o� a n m o o D m o N n� 0 3 m m o� (D 0 (D m (Q �o Fes. ° 'oo a a m� °s a 0° "(D 3� O a o o _.3 m m a < C� C i} N N O o N N (D (DN N (p O (n �o $ m a� o <, (D Z _(D 3l O . N N Building Materials and Construction services 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760-347-3332 F.760-347-0202 CONTENTS .PACE TIMBER PRODIICTS INSPECTION (LETTER) ......_...........................I TPI (GTD STAMP - SEE PAGE 1 ............................... 2 E%PLANATION OF ENGINEERED DRAWING ..................................3 DETAIL FOR COMMON AND END LACKS - 16 PSF 4 _ DETAIL FOR COMMON AND END JACKS - 20 PSF .5 SUPPORT OF B.C. (PRESSURE BLOCK) STANDARD OPEN END 1ACH ..6 INTERIOR BEARING OFFSET DETAIL _ .7 BEARING BLOCK DETAIL 3 V BEARING ..8 BEARING BLOCK DETAIL 5 %11 BEARING ..9 UPLIFT TOE -NAIL DETAIL .10 LATERAL TOE -NAIL DETAIL ................. .11 WEB BRACING RECOMMENDATIONS .................................12 T-BRACE AND L-BRACE .13 VALLEY TRUSS DETAIL ..14 VALLEY TRUSS DETAIL (CONT'D.) 15 PURLIN GABLE DETAIL . .16 PUBLIN GABLE DETAIL (CONT'D.) ............................... 17 PIIRLIN GABLE DETAIL (CONT'D.) .................................18 PUBLIN GABLE DETAIL (CONT'D.) ........................... 19 _ STANDARD GABLE END DETAIL ,20 STANDARD GABLE END DETAIL CONT'D. .21 STD. REPAIR - MISSING STUD ON GABLE TRUSS „ 22 STD. REPA® - BROKEN STUD ON GABLE TRUSS ..23 STD. REPAIR - REMOVE CENTER STIID ON GABLE TRUSS ..24 STD. REPAIR - NOTCH 2%6 TOP CHORD ON GABLE TRIISS ..25 STD. REPAIR - NOTCH 2S4 TOP CHORD ON GABLE TRUSS ..26 STANDARD REPAIR DETAIL - 25% ..27 FALSE BOTTOM CHORD FILLER DETAIL .28 OVERHANG REMOVAL DETAIL ..29 SCAB APPLIED OVERHANGS ..30 PIGGYBACK TRUSS CONNECTIONS .3134 PLEASE CONTACT BMC FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 34 PIN Building Materials and Construction Services 12-29-2015 To Whom It May Concern: It is our standard policy to manufacture all of our trusses with a minimum camber of 1/8" per ten lineal foot of span or dead load deflection, whichever is greater. Mike Goodman Design manager BMC 45-491 Golf Center Parkway Indio, CA. 92201 t: 760.347.3332 f: 760.347.0202 :'MUM t?rDUCTS l�E���CTi€3�a September 11. 2012 To Whom It May Conci im: This is to verify that BMG of Indio, CA is a Subscriber in the -Timber. Products Inspection (TP) and GenEr'af Testing and Inspection (GTI) Truss (Iuality Auditing Program, The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (JAS) with the assigned nuinber df AA-664. TP and the GTl quality assuranes marks have tseen r-ecogn in the West by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannoujiiced, third parfy audits at BM0 of Indio, CIA. This facility is currently In good standing' in the TP Truss Qualify Auditing Program. 13lVEC's personnel are authorized to apply the GTI quality mark to trusses that are- m.3nufactured in accordance with the latest revision of the ANSIiTPI Standards, All starhping takes place at the truss manufacturing facility, under super�lsioh of qualified plant personnel, If you have questions regarding the sfatus' of any plant in the TPJGTI Program, please contact me on my. cell 208.918.7869. Sincerely, TIMBER PRODUCTS INSPECTION c Brian.Hensley Truss Manager — Westem Division Jjr X-c: File 64#1 105 SE 124th Avenue U P.O. Box 919 • 1641 Sigman Road Vanaouve, Washington 98684 Conyers, Georgia zool2 36Q1449-384U - FAX:3601449-3953 7701922-0000 - FAX: 77Ul922-1290 MEN*.: �.. c c L 3 wm c W n `o E 2 $ L w^ o m O � V/ ® c m m m r m 0 W G U w $ .r w C Lw O C .m.. � w` W L g c m c p` m 1 t O1 O C p w� w O r L X o 9 0 C C O o w o 0 0 c. .� cL•, L `o m L m cw wm C m .L. O m W = m C=�mL f,/ m o� m m20 _c' n m m E p w m °0 m m a W a a loomL� E moD I wE n c t m o cWi I 1 u I W r o= m m W m t n 'E ° E u m° o L k 1 C g O N L a S 0 w L y c w 22 c=L� oa`r mm L 44 C.L.a I m mo m` m L c .� °: v fA ci m C m I" 0 r� a a m c m 0 w E t m `o - m `m V m m 0 w > c rnw ° m0 'o E ag R m T Q m m m y m p C L L L m w C E L m c w w w a 9 3 o p3 u u m n y- m G 7 7 7 C W m` m CL Q. j W o m m m Iti/ w l= z m c� 2 a S o r f°- E a 0 3 x:F, ii N a u> n n m M m 0 J a � T �g w 2 a U $ N n a :o r $ m �c co co w E i6 o c o E .ram O a E c o Q m o m o w m m 7 2 a o c W w c W E N C� 2 v cti � a E c m mW N; S t T 9 m E3 u 2 o c m E O C L ° m E m p n LL P O o L w a r E c E E m a m n EL c W m z E ccm W o» a c ° o '.a W.)m o c c v L m 3 o ow o a -0n m p o N m •C _E W u E w c K m N m G C o m E o c g a E O) ID I Y L ` O c U mE "a3 KCCD° W 0 m 0. W m Immw'-1 cma xo` m M m o EOE9= f ro=w m u> m w a 1p C t o p a m E `° w L m m m e ... w E F m min m y m of k a I- m ° a d o m m p .m °$ w U E S o o C E I w m m 0 °� cc a G m m m o o I c n a m 'w•' m m° oLi O c O : m ° o? m 'm � b o m c a m. o E o o; E o� m >. ro w 2 o E .'^W. o ,S X t co 0 o E m u u c •s E C w' L °j 9 w y m O W J 7 E m m 1. 7 ` p C- m C m 0 x m m c a o 7 (9 E c ° ° m 2_ o c m` o o .2 u c m o� II W E o c E E E E c°-° o- o `o $ e c c e E c o a `m o>> > o S. 3� a E E E .. m O m v m W m o 7 L m m '" m u I m c c m Y 0 G m 7 fn m a G= E m O m W m o v m m S U u d o d$ O U) 0 0 0 G U) w ML J K K i f i z Q M m a Y1 w N N O N N Q N N N N V h ON N N N 0 N n d in N N N wi 17 17 M� t7 'Q M a 00 N EL e a 5E f In N 3E$f I A 0 N to N N N� N N T•' N M C3 M � N_ qqs 3 r r•� CM ryn ry� ry� mom 1'RS s M M I a r M K LL H SUPPORT OF B.C. OF STANDARD OPEN END jAW USING PRESSURE BLOCKS Loading (PSF): BCDL 10.0 PSF MAX C G e MIt1SAC - 7 W bot chord ~ ofjack Vr 2-(.131"X3,0" MIN) �► -IVUES (typ) L 2x4 block `'bet+"'een jack }eeks, ' truss natled to carrier truss WIS W/(.131"X3.0" MIN} nails spgcod at 3" ox, 4 24' TYP PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss "X3.0" MIN) NAILS (typ) 'HORD OF OPEN END JACK 3C Wl 6-(.13VX3.0' MIN) NAILS @ 3" o.c. Pa a#G IVdRMN6 • Parib design PnrmncEsrs —d READ NOTES ONTArS AAM MCLUDSD XWZX ZFMt `= PdG1S loZL7473 BEFORB Z7SS. Drdpn veld forum only wflh h8rek Conneciors. This design Is Lrned Only upon perarnelen showrt. and Is for an Indlrldual b0ldhig cornponenl. pplcvbgly of deslgri pgamenlms and pmparincarpraalfanaf wrrgwnenf is respanslbl[ly of bulding designer- nal Inns designer, hrodng shown Is fa Ward wppporl at kwWdud web memberr orify. Additrwl lemporiay broclM to lime stablrty during consirucflon is the responsibmly of the arecier. AdMbnal pernwned broaing of the werol struciurek the rerpondbllly al the bulkMg designer. For gpnarol guklG ca re lobrtcp@ory quolly wnhroL sluuge, doGvery, ercciiorr and fxvcing, cunst+l AHSIITFn Quatlty Crlierly, OSB-84 and eCSll Bu0din9 ni'nl Sorefy lidnnantl ll oralhble ham Truss Piale h+slllufe, Steil UonuWC D&br Adndirars, Wl, 53719. 3/30/2-p04 1 PAGE 1 MiTek Industries, Inc. Western Division CIE * ~± NO. C76428 EXP. 12-31-16 s} CI1141.F- O f CAL�OR DEC 1 ¢ 2015 77T7 Greenbackt.an4 Suite toe citrus Heights, CA, u5BSL�� MlTekm INTERIOR BEARING OFFSET DETAIL I MII/SAC - 6 3/30/2004 PAGE 1 NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (71/2" MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS SINGLE 1NEB JOINT d Y- Pa e # T DOUBLE WEB JOINT TRIPLE WEB JOINT J Jam/ r= d rL i WARMNf:• Veril�t duigrr parmneEers end ftF.AD N01PJ8 aNTFII6 AND fNCLIIDED ktrf.PaCBh'1FJ;AaNCCPA[� fiGiS74Td HSFORS D8S •zesUn void for use only wfih Miiek a nnneclaa. ft dasign Is based only upon pommel Mrs sdawi4 cnd k For an Indfvlduszl building m nf. Ap " y of drslgn p�nwn4ers and proper incorpgrallan d mmpanenl h regsorelbRiy of de�lgner- I'M Inns designer. f ng t'h n k for 3a exal swaorl of kldMduol web mernk.ers only. AddAlanol iempwray t,rocing la hour.Oabply eonslrucllon h the responslbl�ly of the erecter. Ad kxwl pertnonanl Godng d the aremA stluclue k 1he resporl""l of She brdlding design. For general giAdonce rogordtng labrtcalbn, grwlly cvnirpL stooge, deBvery, erer_-liwi and baring, Consul! AN5i�Tp11 4woply CrileYin. OSE-84 vnd "ll 6u11ding Component waly Irllormollon woEabie cram irue plafe kectliulr 5(�i p'i7rroUlo Ortiz. Mo&mrn WI 53714. MlTek Industries, Inc. Westem Dlvlslon %tips ONIOy�'`,� NO. C76428 EXP. 12-31-16 1 .rr GNiG ��Q' 'fT�O� GW.L�pC� DEC 1. 4 1015 Tm Greenback Mule Srdta 1119 CMrc Hnighis, CA, 9581� LAcvl.i�I�Br BEARING BLOCK DETAIL 31/2" BEARING MII/3AC - 3A 3/25/2004 PAGE 1 Miffek Industries, Inc. Western Division REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOVV) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE ALLOWABLE BOTTOM CHORD SIZE LUMBER REACTION BEARING BLOCK BEARING BLOCK ✓t WOOD BEARING ALLOWABLE LOADS AND NAILING PATTERN GRADE NOTE 1 (lb) (NOTE 4,5) ALLOWABLE LOADS NOTE 4 ALLOWABLE (lb) NOTE 4LOAD TOTAL EQUIVALENT BEARING LENGTH sYP 2966 929 3895 0-0-9 2x4 BOTTOM CHORD 2 Rows a 3" D.C. DF 3281 855 4136 0-" (8 TOTAL NAILS) HF 2126 736 2862 0-4-11 SPF 2231 726 2957 0-4-10 \ SYP 2966 1393 1 4359 D-5-2 ..0 BOTTOM CHORD DF 3281 1282 1 4563 0-4-13 3 Rows a 3^ D.C. HF 2126 1104 3230 0-5-5 (12 TOTAL NAILS) SPF � 2231 1089 3320 0-5-3 SYP 2966 1858 4824 0-5-11 *2xB BOTTOM CHORD DF _ 3281 j 1710 4991 0-5-5 4 Rows s 3^ HF 2126 ; 1472 3598 (16 TOTAL NAILS)ILS) r 0-5-.14T 1 SPF 2231 !� 1452 3683 D-5-12 * FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM HEEL HEIGHT J BRG BLOCK TO BE SAME SIZE, GRADE, & SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS 12" BLACK 5 NO. C76428 � EXP. 12-2:1-16 .sy.�CNl1. t��P OF CALlFO� NOTES: DEC 1 4 Z��� 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING'OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM.x 31 MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3"TO THE END OF MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF=625psi Page # HF =405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Y WARMNG - V.*-y design parm cbt and READ NOTES ON 7WS AND INCLUDED MI7EK REF _VFJXe PAGE dQ7-7473 BEFORE USE. TM Greenback Lane Design valid for use any with MN7ek connecloa. This design's based any upon parameters shown, and is For on individucl Li,lcin3 �om?vnent. Sulte I� Carus n A abBi of design y.c pp6c typaromenters and proper incorporation of component is responsibf6ty of buBdrng dcvpr•u - nor rn_ , dc.-igner. _ cing shown Heights, CA, "' is for lateral support of individual web members any. Additional lemporory bnxing to insure sta_ a:y duiing �am!rv�'i:n is the I of the erector. Additional permanent bracing of the overall structure is the responsibility of the buifing de Uaner. S r 0�,e;crl gi�doncc rencreFng lo=liort quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information afri vollable from Truss Plate Inslilute, 583 D'Onoo Drive, Madison, Wl53719. iTe BEARING BLOCK DETAIL 5 1/2" BEARING' MII/SAC - 4A 3/25/2004 1 PAGE 1 11�4 ® MITek Industries, Inc. Western Division REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT md This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF BOTTOM CHORD SIZE AND NAILING PATTERN 2X4 BOTTOM CHORD 2 ROWS ! 3" O.C. (e TOTAL NAILS) BOTTOM CHORD ROWS 0 3" O_C. -412 TOTAL NAILS). ,)K-2X8 BOTTOM CHORD 4 ROWS ® 3" O_C. (16 TOTAL NAILS) ALLOWABLE LUMBER REACTION BEARING BLOCK BEARING BLOCK 6 WOOD BEARING ALLOWABLE LOADS GRADE (lb) ALLOWABLE LOADS ALLOWABLE LOAD (lb) NOTE 4 TOTAL EQUIVALENT BEARING LENGTH (NOTE 1) NOTE 4,5) (NOTE 4) SYP 4661 929 5590 0-r9 DF 5156 855 6011 0-6-6 HF 3341 736 4077 0_&11 SPF 3506 726 4232 0-6-10 SYP 4661 1393 6054 0-7-2 DF 5156 1282 6438 0-&13 'HF 3341 1104 4445 0-7-5 SPF 3506 1089 4595 0-7-3 SYP 4661 1858 6519 0-7-11 DF 5156 1710 6866 0-7-5 HF 3341 1472 4813 0-7-14 SPF 3506 1452 ! 4958 0-7-12 * FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM T HEEL HEIGHT 1 11 CK TO BE SAME BADE, & SPECIES TING BOTTOM CHORD_ ti...� �0 ONE FACE OF TRUSS 12" HL9CK 0191 .� � No. c_7f.az,-� EXP. 12-31 -1 F si Cf1li�/��P NOTES. DEC 1 4 2015 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 23HE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. X T) MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2). THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF=405psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. y WARAMh?r - y-14/g design P-t rs and AFaD NOT=r oN TMS d!W rNCLrMED AarSSRLFEJHUtce Pd6S Ida T473 RLPURE V., S Design void 1w use ohs vAlh MITek connectors. The design 13 breed onFy upon pommel ms shown, and is for ark Indhndud OVk5ng c ponent, ApplaobW of 6-4)n parornenters and proper incorporation of component is MPOnRUPY Of buUdrrg designer - net truss designer_ Bracing shown is Ior lot arol.suppor't of irH*v1du01 web members ohlV AddifioaaH arnporory kxadng Io irnwe s1ob4ty diAng cotolnu fion is the mporrdbi*ty of the snacks. Addlional perrnonenl bracing of the overall stricture 6 the resporkMUIty of the buU6a designer. For genarol quedance regordng tobricalian, quoAty control, s)oroge, dr Wmy. weclion and brocirg, censuli ANSI/I qualify CrHerly. D53•84 vhd 8C511 Widing Component $43" ijanrnu -n p.WatAe horn Trvss Plot Inslituts. %3 O'OMWO Drive. MoaFeWL WI S3714. Pa a#9 TM Grewrback Uwe. m suRe 109 �� Cltrus Heights, CA, 9561 MITek® UPLIFT TOE -NAIL DETAIL MII/SAC - 24 11/18/2004 PAGE 1 MITek Industries, Inc. © NOTES: Western Division 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. END VIEW 0 SIDE VIEW NEAR SIDE FAR SIDE NEAR SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (lb/nail) DIAM. SYP DF HF SPF SPF-S .131 58,5 46.1 31.6 29.8 20.3 .135 60.3 47.5 326 30.7 20.9 .162 723 57.0 39.1 36.8 25,1 .128 53.1 41.8 1 28.7 27.0 18.4 A31 54.3 42.8 29.3 27.7 18.8 .148 61.4 48.3 1 33.2 31.3 21.3 120 45.9 36.2 24.8 23.4 15.9 .128 49.0 38.6 26.5 25.0 17.0 .131 50.1 39.5 27.1 25.6 17.4 .148 56.6 44.6 30.6 1 28.9 19.8 VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 36.8 (lb/nail) X 1.33 (DOL for wind)=146.81b Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 36.8 (lb/nall) X 1.60 (DOL for wind)=176.61b Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing Is more than 146.8 Ibs (175.6 Ibs) another t�11 mechanlcal uplift connection must be used. USE (3) TOE -NAILS ON 2x4 BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL SP88,IV�IR3. 4�iJ$I daslpn prsnrvnalarr vnd RFwSA NOTSB ON Til7S.SNg IiVCLU77Ett kIITSI[ uxef�etraurxc PA[8 FIII.7473 9A}10,R[C [P88. ... _ Dedgn vord far use only Wllh Wak cannamlon. This design Is bamd only upon pwomelays shown. and k (or an Indhgdual building co ApplcnSltly of design po[cmenlass and proper hrtarparofkm ei carrspvnenl k responsibAly vl 6uHdinp deslp„er - nal inns designer. Bradreg�shawn A p l 3' wpport of indlvldual marribea. only. Addllknd f eng y.brac6sg fo kwuss s#oblfily dur€ng cnnslruclivn b the respons�dily of €ha erecfar. / ddff until psrmanenl lxccing of the wm o9 rhuc}ure k the respans16i6Iy d the bulldlrsg des}gnar. Far genascl guldvnce repo d ng {-1-1,1 bn, godly conlroL slpn7pe, delvary, ar�cfinn and broc�g, consult ANSI frPll 4uellly CAlwiv, r]S6•B9 Doti 6C517 8u11dfnp Corrrpo-naM Sole ly }nlornsalion avvllvble lrnm iron Pla[e 1ns1€lull, 5ffi donelrlo f]Pive, Madkson, yV1537t9, r r ON10* o NO. C76428 EXP.12-31-16 j s} CNIL QQ��� OF DEC 14 2015 7777 Greenbad*Lane sups 1DO CAI WE l•Ielgh{s, CA, 9551� MHek® LATERALTOE-NAIL DETAIL MII/SAC - 25 11/18/2004 PAGE 1 MITek Industries, Inc. NOTES: Western Division 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 mi FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. I SYP DF HF SPF SPF-S 0 .131 88,1 80.6 69.9 j 68A 59.7 p .135 93.5 85.6 74.2 72.6 .63.4 J ;q .162 118.3 108.3 93.9 91.9 80.2 Cn 128 84.1 76.9 66.7 65.3 57.0 .131 88.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 82.8 72.3 co 0 .120 73.9 67.6 58-7 57.4 50.1 O.128 84.1 76.9 66.7 65.3 57.0 o .131 88.1 80.6 69.9 f 68.4 59.7 Cl) .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: 3Inails) X 91.9 (lb/naiq X 1.15 (DOL) = 317.0 lb Maximum Capacity N10,ye�' N * NO. C76428 EXP. 12-31-16 Page # 11 OLCAL&(>O�' DEC 14 2015 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SQUARE CUT SIDE VIEW (2X4, 2x6) 3 NAILS NEAR SIDE --I FAR SIDE NEAR SIDE SIDE VIEW (2X3) 2 NAILS NEAR SIDE - I FAR SIDE 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2X3,2X4) 2 NAILS NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2x6) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE WARAMM - 9crify deafgnp-wm t m and READ NDTES ONTME AND INCLUDED WTES REFZaEHM PAOE JW 7473 BEFORE UM. T777 Greenback Lane p�egss�ppn vaAa for use only with AN7ek canneclns. This design is based only upon porometers shown, and rs for an individual building component. Suite 100 App6cal7ifity of design pammenteis and proper incorporallon of component is responsibilily of building dasgnef - not €nuas devgner. Bracing shown Citrus Heights, CA, 9581 ,,,,,,,, Is for Ipteral support at individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional pernno mn€ 4roclog of the Overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing, consull ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component M iTekm Safety IMtOfmatlan O+rdoble from Truss Plate Institute, 583 D'OnoMo Drive. Madison, WI 53719. MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE �aa a o� 0 00 a MTek USA, Inc. 0 MTek USA, Inc. Page 1 of 1 MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 10'-0" 1610 188E 186E 2829 =�`:�.`E �'41z="• n'..,-..e _. 'Fi-,=rn^c'S:a.. , ti;-C. r _ - `• .. .�. 4'�i�.'i1 Y 7•rhS'�;�Fi'� �ti - ' -. -•�• .... rye ,-,r` 12'-0" 1342 1572 1572 2358 3143 3143 4715 4715 7074 -•i'• c,ri 1"+ �+wT'r ';ri - 'ti!T - + '+.�" 14'-0' 1150 1347 1347 2021 Wes:.. tiitit�'. :y r:� h'i'. w• G .i_ x 'e fy 4g_:1-..�— �i�s:,",.�,_ ? �� � � 235E 2358 353E -�,�Yfr•�,;��a='�".V''r '#,`r.� K=: Y=S:Cifif r2 y.^ 10D5 1179 1179 176E 894 1048 1048 1572 ? _ '-w -..{ ' r `'r`i ^' ''':'r'` P = ' 3143 4715 805 943 943 1414 rA' y= 1886r 1 B86 2829 .Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF ANDYOR CEILING DIAPHRAGM THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OFTHE WEB FORCE 1 X 4 IND. 45 SP A -OR_ 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERLAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 02 SRB (DF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATETRUSS WrrH 2Sd (0.131.125-) FOR tar BRACES, 2-10d (0.131-A3-) FOR 2)S and 2a4 BRACES, AND 3-10d (0.131-Li') FOR 2.6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-11d (0.1311—NO2." NAILS FOR 1a4 LATERAL BRACES 2-10d (0.131'I n NAILS FOR 26 and 201 LATERAL BRACES, AND 3-10d (0.131Xi-) FOR 2d LATERAL BRACES B 2 X 3#3, STD, CONST(SPF, DF, HF, OR SP) S. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. IL FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST DF, HF, OR SP) DSBNB TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 (SPF, GUIDE TO GOOD PRACTICE FOR HANDLING, NSTALUING A BRACING OF METAL RATE CDNNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE ww abddWrym and Jphdxxg D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7_ REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE a. TABULATED VALUES ARE BSSED ON A DOL: 1.15 FOR STABILIZERS: FOR A.SPACING OF Zr O.C. ONLY, MITEK-S Ka � TM= BRACING SYSTEMS CAN BE SLIBSTYYUTED FOR TYPE A. B. C AND O BRACING MATERIAL DIAGONAL BRACING FOR STABIk-iIEHS ARE TO HE PROVIDED AT SAY 517E INDICATED ABOVE WHERE I71AP}7liAGM BRACING LS REQUIRED AT PnCH BREAIOS, STABILIZERS AIRY BE REPLACED WITH WOOD BLOCIONOL SEE'STABILQECT T J WC RL AIL r IU Ai 1 AT[ rl king Aun VBnnr a:T SPFrrF zTll1N 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) T-BRACE AND L-BRACE MII/SAC - 23 1 B/27/2004 1 PAGE 1 Nailing Pattern L-Brace size Nall Size Nell Spacing 1x4 or 6 10d (0.148X31 8e D.C. 2x4, 6, or 8 16d(0.162X3 1/21) B" D.C. Note: Nall along entire length of L-Brace orT-Brace (On Two -Piles Nall to Both Plies) t f Nails -A SPACING t (}NIO NO. C76428 EXP. 12-31-16 CN1L �`P OF CPs� MiTek Industries, Inc. Wwtem DIvlelon L-Brace or T-Brace Size for Cns-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 ; 2x3 or 2x4 1 x4 2x4 2x6 1x6 2x8 2x8 2X8 *** DIRECT SUBSTITUTION NOT APUCABLE. Se060n DUbll Nalls Nails- Web Web L-Brace T-Brace L-BRACE or T-BRACE T-Brace or I- race Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 (I -Brace) 2x3 or 2x4 2x4 •2x4 2x8 2x6 2x6 2xB 2x8 2x8 1 Nalls . _ 10d (0.148X3') @ 9" a,c. Web 1-Brace DEC 14 2015 Nalls� geoycn Detail Note: 1. L-Bracing or T-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. 2. L-Brace or T-Brace must be same species grade (or better) as web member. 3. The Stabilizer or Eliminator of MiTek Ind. Inc. can replace the bracing members, Please refer to engineering document provided by MiTek Ind. Inc. jPage # 13 WARNM-;rmft design pc u±Hrs mm ems n =7= ON VM AND 1hi1 OOM ItO= rr*WUUmm PADS Sg74" MPORD VM I TM preanbads Lang [)mign VU Ier use nniy with lvlifak connocimL This dukri Is bosod only upon parorrsalers shown, and h fur on Individual Mc ing camponenl• Rugs Jog Applcabllly of dm[gn pororronims and proper kv:urparollon of corrponanl b rvspanilhMjyul LTufldinpp deslgnar- nol Irurs designer, firorhg shown CArue Halphht, CA 966� � k hs IclWul+vppppeed of Individua web rrwmbua only. Addlllonni lempmory lancing IQ Insune slc13I91y during condruclion h the rnsponsIbIlly of Ihrs waclor, Add poncg .1 onanf hroelr,g of tha mw I siruclurn h Iha rasponsGn>Illy of the buPftg designer. For general guidance nagording f�rcfcallon, qunllyeonlrot rlorage aeHvsry. raeellon and Ixa-ing consull ANSIrRlI Ouallt Crileilo, nsa-a4 and BC511 BulleRntr CompnRanl �+� Sofe�y fnformcllan c�oprxbin i nm Truss pale InslGule, M3 3i'Onrr! to Priye, Wad mN Wi 53i 19. � j VALLEY TRUSS DETAIL MlI/SAC -19 4/26/2004 JPAGE10F2 LIVE LOAD = 60 PSF (MAX) DEAD LOAD=16.PSF (MAX) D.O.L. INC =1.15 GABLE END, COMMON TRUSS 85 MPH WIND SPEED, 3 SECOND GUST OR GIRDER TRUSS MiTek Industries, Inc. western Division NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING I, 11 II ,t t, I ;P I ,I BASE TRUSSES VALLEY TRUSS TYPI AL TYPICAL (2 �' ( 24" O.C. L—L LL — VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS 13 12 11 10 TOE - NAIL VALLEY TO BEVEL VALLEY BASE TRUSS W/ TRUSS ( 2 ) (.162"X3.5" MIN) TOE - NAIL VALLEY TO T E NAILS ` ATTACH 2x6 CONTINOUS NO.2 SPF BASE TRUSS W/ TO THE FACE OF THE ROOF W/ TWO (2) (.162"X3.5" MIN) (.162"X3.5" MIN) NAILS INTO EACH TOE NAILS TRUS BELOW TV. VALLEY TRUSS DETAIL A RESTS ON 2x6 (BASE TRUSSES SHEATHED) DETAIL B (GREATER THAN 3112 PITCH) ATTACH BEVELED 2x4 CONTINOUS N0.2 SPF TO THE FACE OF THE ROOF ?� ¢Q �ONIGIy F W/ TWO (.162"X3.5" MIN) NAILS INTO EACH TRUSS BELOW ATTACH VALLEY TO �- BEVELED 20 W1 NO. C76428 (2) (.162"X3.5" MIN) aC. EXP. 12-31-16 12" O.C. DETAIL C TOE - NAIL VALLEY TO [Page # 1 V ��C-11501�� GRATER THAN 3l12 PITC BASE TRUSS Wl ]F ( (2) (.162"X3.5" MIN) LESS THAN 6112 PITCH) TOE NAILS ,{� Wes• 9a-IRjd dgnF�r�rd�rs and J'i`Prif7 NQ7ffi aH TiAtS ANA 1NCLV➢EI7 BUT E nrararar-e PAGF. AW 7473,RCrVFS US � 7777 Gre�nbadr•Lime Design valid for use only w8h FNTek connecloa. lfi6 design k howd only upgn pomnnelers shown, and 1% for an Ind6iducl buMing componen 1. S"He 109 � APPiWb;ly of design pommanlefs and proper imgoq rolion of component 6 responebNhy of buodnp designer - not lruu designer, amcing shown CltruS Heights, CA, 9561 is for faletol wppal of individual web mof em oriy. Adddlona] lemporory bracing to insure slablAly duAng construclion is the resporwhNity of the ere%=lm Ad6lionol permanent hracvrp of the orero5 slrudum is the tesponob W of the bufidfng designer. For general guidance regard lubmmlion, quaity tWtmt, rloroge, delvery. ermcffon and booing, comull ANSIMil 4uo9fy tafierk L DSB-89 and SCSI1 Bugmrrg Component Solnty In[mmonon ovohuble frorn Tmm Plale Irnlituie. SM O'onofrfo Drive, ModsoN W1 S3719. M iTek VALLEY TRUSS -DETAIL MII/SAC -19 4/26/2004 PAGE 2 OF 2 MITek Industries, Inc. Western Division BEVEL VALLEY TRUSS• TOE - NAIL VALLEY TO BASE TRUSS Wf (2) A31x3.5 MIN. TOE NAILS DETAIL D (NO SHEATHING) NOTES: BEVEL VALLEY TRUSS .r SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL E (NO SHEATHING) FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPAC4NG OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASE TRUSS SHALL BE GEli THAN THf.SPACING .OF VALLEY TRUSSES (2�47 O.C. MAX) OTHERWISE, ADDITIONAL Ok-ACIN.G SHALL SE-PROVIDEQ'FOR TOP CHORD OF BASE TRUSS. 2. LATEItA-t FORCE SYSTt-M SHALL BE CHECKED BY PROJECT ENGINEER TO MIFY THE PRG.PER TRANSFER OF ALI. THE VERTICAL AND LATERAL FORCE. GENRRi4L' NOTES: 1- SPAN.OF VALLEY TRUSS SHALL BE LIMITED TO 30'-0" MAX ►�,N11'PI'.TCH BET1 MN 24112. 2. P ZW,IQE L.AT>=RAL SUI�P:ORT FQR TOP CHORD D E I , E `[ RTk S WITH. SHEATH14-G [ BY 07H E ,S) 3. NfA]';WB LE NGTH' WITHDIIT 6F2AE.(G'").WITH BRACE (12'-6") 4. w TE- .CHORD LATERAL BRAdNG REQUIRE© IS LESS THAN SF4C,I 8 OI* VALLEY TRUSSES (24'" 0.C;)THAN ADDITIONAL 2;EACING IS REQUIRED. 5. i A-i GRACING SHALL g'E-NAtLED WIMIN 210d NAILS. 6: THISPFTAIL SHALL BE REVI0*p-AND APPROVED BY QUALIFIED BUILDING QESIGNER OR PRO:IPECT ENGINEER OR ARCHFTECT. G NO. C7642� Page # 15 EXP. 12-31-16 � CNII. OF CALF DEC 1 4- 2015 WARMIVC - P rVy dsign and RE.SL lVO?ES oN T7ffS ANL IIVCLD'Dim kfITEIC kilt� PAQz wi1-7f 73.VZYa" V4SE. TM Greenback Lane . Deign rofd for use only wilh WFek Conn -don. This deign a tared only upon parnmeters shown. and is for on fndW6t al pVlldiny cornpanenl. Sulfa 109 App6catllly of dansign po ornenl iris and Draper incarporol ion of componenl is respana�fily of tlrifdng designer -not buss designer. Brocinp shown Cf4vs Haiphta, CA, 9567 "¢ far k7lHnl support o! uxA+�idudl Weh rnemte<s any. Ad iongl lempppry bracing to ircure Slnhfily daring conrfnirr n is the respdnsihisly of Ihs: ereclor. AddGGarol perrrionenl brocinq o[ the oremtl sfracllre is the responsi611ty a! the Lulkfing dasisnar. For generol gukjante rapardng io6rlaolion, geofriy tonirsal, storage, I�eFr®ry, erpclion.ond bn7c'rsg, consult ANSViPII Qvdllfy C1IW4-. PSI.07 and BC91 Wlldin2 Gempon►nf �! ■ Serefy Inhuna Nan avalloble frprn Tr Plola Intl{l ul e. 5113 Yanoina Wva, Mod�ion, W1 M?I9: r N, � PURLIN GABLE DETAIL MII/SAC -12 7/15/2005 =PAGEl* FIRST• • PURLIN GABLE-� Rim SEE THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE TRUSSES BELOW. SEE DETAIL SEE DETAIL JACKS Cf) It = 1l 2 SEE SHEET 2 OF 2 FOR ALL DETAILS MiTek Industries, Inc. Western Division STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS, Z.O. 5x5 3x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 rn IY F- Z O O U h- IX LL Pa e # 1 G WARNINf . yerW drsfgn pu ctmws and READ NOT= ON T7 B AND =LaASA 1d7T X ZFF.R� PAGE kM-7473 srmRS aSS. PCdgn void for ore only w]lh WTak connecian.This design Is based only upon poramelers Shown, and b for an Indrvldual huPdng CarnpQnenl. Applcaohi9ly of design paramtenlam and proper incorpamllon of camponenl krrspon"ly of hulldmg designer- nat Iruss designoi. "cirsg shown is forlakeraf suppprl of indHidual web members only. Addlilonol temporary bmdrp to Insure sfah%ly doing =nsimullon g the responstbaly of the erector. Addilienal permanent bracing of the oyaral slruciurs & the rerponslbllly of the hvllding destner. For generol guidance Momnding tabrimailon, gvolly rnnlrol, siorogn, defsvary, mmcl Ion and brodng comvp ANSfy[Pli QuvBly Crllarla, 0S13.B9 and BC513 lluOding Component Safely Info=071 avoflat4a from'hua Plato InslHWe. S03 f7'Onabb drive, Madison, Wl 53719, /2RpFIa�Sk]� � ,IONIC) CL NO. C76428 EXP. 12 1-16 •� cNtL "4 OF CALIFOR� DEC 14 15 7T17 GmenhadrLap@ Sulfa 10• Clinic Heights, CAti 9MI Will =a[ MiTekm PURLIN GABLE DETAIL MII/SAC - 12 7/15/loo=PAGE20F4 18d NAILS 8" O.C. ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 1 Od NAILS (.131" DIAM. x 3") SPACED 9" O.C. GIRDER ON ROOF SLOPES OF 2112 ATTACH PURLIN GABLE WI DETAIL #2 THE PURLIN GABLE DOES ALIGN WITH THE END OF THETI' SECONFOP CHORD . , PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 C ACHIEVE A TION INTO IF THE ROOF 8112 THEN USE eIf]21I:4P►I MITek Industries, Inc. Western Division 18d SINKER OR 16d BOX O.C. SPACING BY OTHERS THE TOP OF THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN GABLE IS DROPPED LESS THEN ALL THE OTHER HIP TRUSSES. THE BOTTDM EDGE OF THE PURLIN GABLE ALIGNS WITH THE LEFT FACE OF THIS TRUSS AND BEARS ON TOP, BY DETAIL #'1 APEX DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER Pa e # 17 z O U H it LL �*d 6428C�-]6 � 6XP DEC 14 2015 A WARM=- Verify design parameters and XF D BOTM ON 77M AM nMr uDED M7=BBFMUWCE PAOB JDr 7473 BBFORB DSB. 77r7 �,rg�ha de �g � Dedgn vo d for use o* vAlh WTmm canneciars. Thk deslp lstimed only upar� porame d-s shown and l for an Ir[W of huM.a cemy�anenl!. s Helphls, CA, 9561 p of defi8n pat�nenlars and proper lncarpon a aompone I fs ms fy of baling deslpnvr -not truss desfpner. 8rodng sf�own " iporiof ara wpywi d[ fn[INltluof web irrems7ors only, Ad np�lnmppsary dng }p Me slob! duvinp [onsWCllon a'he rmparW !y of the ersdor. AdtlFllaryInynI nenl s5rar] of the o E slrue ure 1%e respo�gLNaly of the bundle cKigner, parleml once rap g fatuicaIIon, qua9ly GonlroL slwage, dory, weellon and txadng. consult AkSVTMI Quanty C�r lerio. DS9.119 cnd SCSIT Bulldlnp Companenl CIDSafely lniormallon avanoble tram Trvss Plole Iruillule, 553 D 0noKn D&a, Modhon, NA MY 19. Mil Trek PURLIN GABLE DETAIL MII/SAC - 12 17/15/2005 I PAGE 3 OF 4 JA B) Page # 18 MITek Industries, Inc. Western Division PURLIN GABLE =R OR 16d BOX SING BY OTHERS Ut-..l--Al L *1- 6-UFFLe DETAIL #2 SUPPL. id BOX OTHERS r 1�I6NiQyy ,4 NO. C76428 EXP. 12-31-16 s}� CNIL ��- i—Ofi CAL'�0 DEC 14 2015 Q WARAMM • V.rVy d-iDn parameters and RSdD N0736 ON TRW AND DMMED AU=J ;YZJUWM PAaz 1M7478 DAMP& use. T7 Grssen4acCA.95E37k 1.sn a 110pn vay� for use only wllh FRfek cannackers.7}� daslg fs rased on u ��� n, �r�d �k11S Ha h Fca6EWraf design rr+e lens and Yn �ldn a ry H e����nslblt �� u7kp R for an lndrvld�rol6u6ding co en , [fff �� . �� rr�' rk r�P° ly °f b np desigrar- naf rrnn��F geslgner. &�'n �n �� lalaro wnporl c1�7t�dua� wed mem�rs only. Atd�dr�I�nno�i mpa�y t�oclyng !a hvura siabtllly dwfnC! conslrucll�� the responsE6�}�9r 0l she eretlor. AddR�flaE P SraL s}�osdt e. d earY, ereclloUr al7d d vd �g ��°�vlhmllR8l1 4ubaui46rp daslgnw.�cr genmo �7u dunce reCnrdlnp lo6r(cotEan. qu y tors 6 nQ, consult ANS Aiy �rlleefo, 059-99 and 9C5[T Butldlnp Compnnanf M iTekqp SoleFy Intamwainn o�oGob]e fiom iNa Ptole R7slllule. 5&3 p'pl7ohlo prl�e, Nadiwn, Wt Si719. j PURLIN GABLE DETAIL MII/SAC -12 7/15/2005 �PAGE4 16d SINKER OR 16d BOX. TYPICAL PURLIN GAS 1 . "s ONIO� oc NO. C76428 EXP 12-31-16 CiV11- 'TOF Cp�LIFO� LAST H MITsk Industries, Inc, Westem Division RIDGE BLOCKING FIRST COMMON 2X BLOCKIN W/CONNECTIONS W/FRAMING CONNECTORS BY OTHERS 2-0-0 MAX DETAIL ##3 SUPPL. 0-0-12 TIGHTLY SET JOI 4+ 6 r O I PURLIN GABLE DEC 14 2015 DETAIL#4 SUPPL. ROOF SHEATHING AND DIAPHRAGM j0 0 Z2 NAILING BY OTHERS\ HIP SET TRU ROOF SHEATHING BY OTHERS HIP SET TRUSS PUL1N GABLE HIP Pa e#�9 DETAIL ##4A SUPPL. A WARNW6 • VerVy deelgeparamcftm aedREdD NOTES 097MRAND Dmr47DED mr=KREFBRwcs pAOS 1DF747y BzmRs DEs h�I n void vas on wRh Ahliek con eelors. T t� lsatk Lane 956� k f � � pa! o� � �1 � ��rt+ only �vp�rt perome shown �kdi on lndividuoi ccmpanen . CRnQ ii�ph, C4, i or.iol �� ndlvld ou iweb me�pn Ad eno 1e�mntpq•v s np ! � IQ�Kvnnp- n� � �i1c ���>� fobrlcnllandquaAlyiccnncL� slor�pe tlary, e e I� cn��� the r�u1Ab�ly of �ie u edgner, pe� eu q{yce or 8, rcnsu If All qudiky F+rla. PS&-B9 an 8C5i1 SuAdlnp C�amponenf NOW � l � "e"�W Saieiy inia7rnnNdn uvoi�ls irominns F lole insilfule, 5t13 i]'DnoG a Chive. Aha�on Wi 53719. STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 1 OF 2 CO NT 4x4 = -*DIAGONAL OR L-BRACING REFER TO TABLE BELOW SEE PAGE 212 FOR ALTERNATE BRACING DETAIL 1X4 OR 2X3 (r1'P) VARIES TO COM. 1 TRUSS VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. LOADING(psfl SPACING 2-0-0 TCLL . 50.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC/IRC TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD MTek Industries, Inc. Western Division SHEATHING (BY OTHERS) -, i [ 24" MAX 24' O.C. 37 �1 1/2" I _, ► 2X4 LATERAL BRACING NOTCH AT AS REQUIRED PER TABLE BELOW 24" O:C. (MIN.) TOP CHORD NOTCH DETAIL 3x5 = �661I0y END I � /. WALL IGID CEILING MATERIAL q¢ �� DETAIL A * :NO. C76428 �4- EXP. 12-31-16 F CAti� DEC 14 2015 LATE BRACING NAILING SCHEDUL-E-1 VERT. HEIGHT # OF NAILS -AT END j UP TO 7'-011 2 - 16d - 6-w - 16 OVER 8'-611 4 - 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L- BRACE 12 INCH O.C. 6-7-0 13-2-0 11-0-0 16 INCH O.C. _ _ _ 24 INCH O.C. NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3-SECOND GUST, EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-B". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 1 OD NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS FS NOT FULLY SHEATHED. �a 2� 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 W&WM✓a • v.rrls d—W- P= Ctm. s cndlessn N0TSs uN ZM AND uactonen ?X7Ztx9rrunnrr3 etas sa 7479 BAMPs vSs, TM Gresnbwk lane 0 Salle IN s Dedgn voted tar vie only wilh hR[ek csxrneclars..Thk duslpn k dosed any upon porame4rrs strowrr, and h fa an individual Gupolnp ccrnpanenl. CIWa FVe h4a, CA, 9565 Appirnhfliy of desr�n p�omenfers and prvperinrvrporalksn of canlponenl !r respons7h161Y of hulldlnp designer- nol frs� d�gner, Brec6sy shown l h fo• la1®ram wppori of iidlviduaiwe6 rrlerrdSrs on}y, AddXlonol temporary fxvcisg to insure slcbllty durksp eonslrucllon k !hQ rcspansA>tsfy of the eraclrx. Addl[kmvl permomm�! hrodng bl fhe ovmatt slrucfure b 1he �ponil6lCfy vl }F�s kw0dtr3g designer, frr perxrol flukionca regardEig IvWiccllvn, quvlly conkral, slvoge, deErery, ereelion and txodng, corssuN ANSiITPn gvoH}y Gilerfq, NSS•ff 4 and 8CS11 Bulldln9 Component M gg��kW Sdety infvrmvllon ovallable born truss f Ieie InstMule, SB:i fYdnolrto btFve, Madison, W!i719. 'M STANDARD GABLE END DETAIL MIIISAG - 20 1 4/27/2004 1 PAGE 2 OF 2 _ 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF-L BLOCK 2- 10d (TYP) FYIv I I I I --Ivl SIMPSON A34 — OR EQUIVALENT 2X4 No. 2 OR BTR GABLE EN 6'-3" MAX TO BEARING WALL + 45` STRONGBACK 2X4 No. 2 OR BTR l- 2X4 BLOCK 2X4 STJD OR BTR SPACED @ 5'-0" O.C. SHALL E PROVIDED AT EACH END OF BRACE. EXCEPT FOR BRACE EXTENDED INTOTHE CHORDS & CONNECTED TO CHO S W/ 4- 10d NAILS. MAX.NGTH = 7'-0" STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE BRACING DETAIL Q�toF ortON10f,F� NO. C76428 EXP.12-31-16 ��' �`OF cAL*°R� NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. DEC 1 4- 2015 2 2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. 3;2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0,131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL'BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. Page # 21 A WARNING- WrVy dmign pwr naf m aed AEAD NOTES am Tms AND INCLUDED sd7=1zzFMMNCE PAGE MU-7473 BEFORE vas. T777 Gmaobedr Erne �ry� Onslgn old for use only wllh Walk connectors. Th6 design Is based only upon paromelers shown. and Is for an Individual building componeni. Sulle 791 Applulbflty of dsslgn paromenlers and proper Inc-arporallon of component h responsThHly or Wdihp desgner- not Inus designer. 6rochig shown Qrus Heights, CA, GNI b for lolarol support of Indlvtdual web members only, Additional lernpnary tracing to insure siabllly during construe bon Is the respoTT&Wly of the erector. Addlllonol pewrtmnenf brogng of the overall structure Is the respcnslbilly of the building designer. For general guldonce regarding iabrlcollon, qually control. storage, delvery, W&CDun and hrocing, consull ANSI/MI Qualify Wada, M-BY and 9=11 Building ton�onanh M iT� isSafety Information avaAbm ae froTom Plate Ins III ule, 5M D'Qnafrio 3&n, Morison, WI 53719. REPLACE A MISSING STUD ON A GABLE TRUSS MII/SAC - 27 1 11/18/2004 1 PAGE 1 MITek Industries, Inc. Western Division I. TK-S.IS A SPECIFIC REPAIR DETAIL TO.BE USED ONLY FOR ITS ORIGINAL 1NFENiION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS I$ UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFYTHAT NO FURTHER REPAIRS ARE REQUIRED -WHEN -THE REQUIRED REPAIRS A.RE'PROPERLYAPPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDIQkT®_ 2. ALL MEMBERMUS'ST BE RETURNED TGTHEIR ORIGINAL. POSITIONS BEFORE APPL,nNG,REPAIR AND HELD IN PLACE-DdRING APPLICATION OF REPAIR 3. THE END DISTANCE, EF]GE 61STANCE1 AI4D.SPACING OF NAILS SHALL BE SUCH AS TO AVOIR SP r[`TING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WE16HT IS RECOMMENDED TO AVOID} LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR ISTO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME I v I I IL uwtvc rM IL. yr I FWOCI Yr+1 rI FIVE; QU I4l1IL0[_ I I a A L.0 ) InV IV ='&k ri IVILIVEt31=K (TOTAL 1 D NAILS PER GUSSET) THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) LOAD DURATION FACTOR :1.15 SPACING: 24" O.C. (MAX) TOP CHORD! 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12 -12/12 BEARING: CONTINUOUS _-STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN Page # 22 FOR PLATE SIZES AND LUMBER GRADES Ilk [F+ERHI}lo- • Yertfy d4+I9n P�ameters m+d.�[E-.dB lio'TSS aNT1TT6 AN➢ SNC4Vn76A ffiTSH'3EFFER rPAGS BEFORS ➢GS8 C'a n void for use on wllh!`hlTek �dnneokon. Thh dedgp h timed ony upon porarnelen shown, andk Ior an indWldual buAr9rg} h App6cv6llly d desegn p[uornenlers and proper krrarpornllon of camponenl k responsl691y pf beA�ng designer - not buss designer. 8rodrlp shown k Ior 1c1 einE yuppcyE of inomdual web msrn6vrs only, hddlElanoilemporeye hrodng ioT6sura xltrbilly during mnsfrucikm is the+esponsdp iy of The ereclof. AddHlonal permananl hrocfng of the nveroll sffuclure h the rrsppru�lry d 1he bu1lding dggpnear. For 9enarof gpfdancr Iegarding Eahrlcpllon. qupMry control cloraQe, deirery. erecilon ondbrodng, oansull AHS1/1PI1 Qualgy Cdlerlo, OSB-89 and 9CSE1 tSnlldnng Cvmpendnf Sd:fy infmnoHen oroho6h hvmTruss Plate kulllute. sri CPOrivblp OF.'e, h�dlson, WI Si7 [9. COMMON 4N10yF m * NC. C76428 EXP. 12-31-16 dF CAU�� DEC 14 2015 77T7 Greenback Lane Spite 199 CIWs Helghis, CA, Mi N!ko REPAIR A BROKEN STUD ON A GABLE TRUSS MIIISAC - 28 11/18/2004 -PAGE 1 MITek Industries, Inc. » © Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLYTHAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO -AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL NAILS INTO THE TOP AND BOTTOM CHORDS THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 40, 10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3112 -12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) Pa a #3 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES COMMON NO. C76428 EXP. 12-31-16 4 CNIG ��' OF c�% DEC It2015 FFARLIOM - h —Vy din Pa m mac— ­d nEsn Naxos Dnr rJVS AND rxcr nnen ka PZTERZ CE PAGD a>-7473Sena USE. TM Grmmhaae Lana one-0 1P9 pedgn void forum only with Mfink connaclorc Sht dedgn Vs based ony upon porarnelarc shown, and is for on lndlvlduol bullding component. 01rSidle "$ Heights, C.A, g587 - A Smbfll of n ommenlers and to nflon of c nanl h res sfb®I of buldtn d rm- not buss dent ner. Brach shown - 9 y PP Y dB pp mb �+'PIX oho Pon Y p during k tar loleml support a! 6sd1v1duol web rr�embess onty. Add]Nono1 tempcxary bradnp la insure slabilfy durinp corsslrsscllon k the rsapons161IR1y o1 the ereclor. Addlikmal perrnanenl bracing o} the oveml slructme Is the ms pa,-WbAly of the buAdng designer. For generol guldorsce reguairg lobrlma n, quofty card' oL staroga, deanery, wectlon and tracing. conrun ANSIM11 Qudlty Crilerla, DSS-89 and 10511 SuAding Component ' iTek� Safety inlorrsTaffan owllobia hvrrilrum Ptole Iraliluie, SB3 70notrlo O&n, Modlson, m SYM REPAIR TO REMOVE CENTER MIUSAC - 29 STUD ON A GABLE TRUSS 11/18/2004 PAGE 1 MITek Industries, Inc. © Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLYTHAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLYTRUSSES IN THE 2X ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. *MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. - PORTANT s repair to be used only with trusses (spans less than 50') spaced o.c, maximum, having pitches between 3/12 and 12/12, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses notfitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR :1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3112 - 12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) Ra e # 24 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES COMMON 4 o�o dNfd,yfi1• a � NO. C76428 l EXP.12-31-16 s}1 CNIL ❑ ,� OF CALW DEC 14 2015 LFARl,IIlJ6. 4"rlfy design parameters and READ NOTES ON 7iII6 AND DVCLVDSD A1l1ElC SEFSREAR'E PADS LIII7473 9SMJRB USE.TM Greenback Lane 0 Design void for use only wNh Mfiek conneciom This design Is based only upon parurnalms shown. and Is for on Indrvldual building component. Sulle i D9 Apptkabf of design porarrienlers and praper tncorparaBon of component h m"mUlly of bu[Iding designer- not Inns designer. BramkQ shown Gins Heights, CA, 95B1� h for loler suppod or inclv4duol web rnemben ony. Addlllonal iemparmy bFndng 10 lmure siablily during consiructfon Is the responslbrmly of the erector. Addlllorrol pasmonarvl bracing of the overall siruclure is the responsibiify of the bullding designer. Fo; general guidance rr-gocding lobricoflor, quolly ccnlrat staroge, delvery, erection and b tudng, consull ANS11711 QuaW CAlarla, DSB•B9 and BC511 Wilding Component 5otefy Irrfomialloh evalEable from Truss Mole hullfule, 583 D'OW& 30, Madison, W153719. M ITek REPAIR TO NOTCH 2X6 TOP MII/SAC - 30 11/18/2004 PAGE 1 CHORD ON A GABLE TRUSS MITek Industries, Inc. Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING. OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3 1 /2" X 1 1/2" NOTCH IN TOP CHORD 24" O.C. AS SHOWN *MAXIMUM STUD SPACING = 24" O.C, LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. A,X 1E24" MAX THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAfLS FOR WIND BRACING REQUIREMENTS. IMPORTANT 'his repair to be used only with trusses (spans less than 50') spaced 4" o.c, maximum, having pitches behAeen 3112 and 12112, total top loads less than 50'psf ESIWO chord and maximum vAnd speeds of 100 mph. Trusses not fitting these criteria should be examined Individually. ppROF TRUSS CRITERIA a rn LOADING: 40-10-0-10 (MAX) NO. C76428EXP. DURATION FACTOR: 1.15 12-31-16 SPACING: 24" MAXIMUM TOP CHORD: 2X 6 (NO 2 MIN) civil_ P PITCH: 3/12 -12/12 OF cm* BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) Pa a#�5 REFER TO INDIVIDUAL TRUSS DESIGN DEC 1 t 2015 FOR PLATE SIZES AND LUMBER GRADES a SLAP NINE- Perfjy dsafgn permnetrr. mid REAR ArCrTs9 oN TA78 AA*D T1uCf fYlskA iKrrsli ucmosrs�r PJ1dS !lII7747a R>7F'�R6 >?SB. DajlgnSuns ro9d for use only can ih& dissign baled ornly upon pesponsiers :hewn, and Is for on Indhidfni txlDdIngeopn ng TT7T Graenback Lane r 109 rns- onfek Appllc props o kppRcablpfy of design prrtrsnn#ors and proper Incarporallan of ccnponanl is respgrsdblP}y of building desk)rser - rrol buss designer. ArOdns rhrnm r. shown 9 CIWs Heights, CA, 9561�� is for loieroE wpporl of IndlMduol web n+ernbars only. Addllonol Ierriporory bnscin9 la insure AoblAy during r„m1raclion is the r pcadbifily of the nrmclor. Addiilonal permnenl b using of the overal Aruciurek the responslhlity of the building designer. For general guidance regording foEdccllorL quo9ly conlraL sivage, deWory, wecllon and brarklg, mull AHSIfMll Quollly CrHedo, 053.9? and sail hvflding Componen} �Sadely Inlon'nnnen avol ble Iron Truss PVole Inslll ule, 583I]'prwhlo Lhlre, Modkon. M 53719, ` M iTek REPAIR TO NOTCH 2X4TOP MII/SAC - 31 CHORD ON A GABLE TRUSS 11118/2004 --[PAGE 1 MITek Industries, Inc. 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Western Division INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOAt)S INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. APPLY 2X4 NO.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF 1Od (3" X 0.131-) NAILS SPACED 6" O.C. *MAXIMUM STUD SPACING = 24" O.C. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used Drily with trusses (spans less than 50') spaced 94" o.c. maximum, having pitches between 3112 and 12112, total P chord loads less than 50 psf and maximum wind speeds of 100 mph, pusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING : 40-10-0-10 (MAX) DURATION FACT OR: 1. 15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 (NO 2 MIN) PITCH: 3/12 -12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFGN ER TO INDIVIDUAL USS OR PLATE SIZES AND LUMBER GRADES WAR=m • Ner{rg d—rgn paramalnra andRSdD ND7SB oN TRB AND INCf OD--D AU=RBFERSNCS rAGR ffiL7473 Br"RS U88. Design Yald fa we only with Mrrek conneclam This design Is famed only upon prnamelea shown, and Is lor an lnd'vlduol bu0ding component. Appdeo al design ppaavreoment am and proper ln=apnm lion a component Is mrpordbRty or bulldingp dcdgner - not miss designer. &roving shown Is for lal support or rrdl Adua! web nvFrba c only. Addllionol lenmorory !zoning 10 Insure slohlVy durtng consimm=11 n Is the raspansibllllly or the ereclor. Addlonol permanent bmeing of the ov siruclum k the respondbely of the bullding daslpnor, For general g0donce regrading rohrtcatlon, quaAty as TL storage, detz, era,:AL n and bracing, camull ANSV711 Quality Crttarla, DSO-89 and SCn gulidlne Camponenl sorrly InromwAen avdla,W lromTnra Plate lnslllrrle: 583010m0o Wye, Madison. WI M719. C 0y��6428 31-16 1 ,s} CIVIL �,Q _�OF CALAF� DEC 14 2015 7777 GraenbackLane Suite log quus He30hts. CA. 9581 MLMON® M iTekm OCTOBER 15, 2014 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS ! ST-REP01 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES I-== ®R Mi fek USA, Inc. Page 1 of 1 TOTAL NUMBER O MAXIMUM FORCE (Ibs)15% LOAD DURATION L� NAILS EACH SIDE OF BREAK x SP DF SPF HF INCHES 2x4 2x6 - 2x4 2x6 2x4_ 2x6 2x4 _ 2x6 2x4 2x6 MTek USA, Inc. -- "`- 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 4.8 36" 2681 4022 2454 3681 2074 3111 2125 3187A 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 2829 4243 2898 4347 DIVIDE EQUALLY FRONT AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN.(.131"dia. x 3") STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C BREAK x' • 10d NAILS NEAR SIDE \ �, • +10d NAILS FAR SIDE �'�:, •!`� \� / TRUSS CONFIGURATION AND BREAK LOCATIONS �r FOR ILLUSTRATIONS ONLY L' -. •- X" MIN -�.. - - s, MIN `-------- - - ._... -- THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED -REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. O 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR +�4k' �1�ONI0r�y�^ AND HELD IN PLACE DURING APPLICATION OF REPAIR.` 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID ,ly� LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. NO. C76428 5. THIS REPAIR IS TO, BE. USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. EXP. 12-31-16 .l�. CN Rl. '�• q OF gage # 27DEC 14 201 5 FALSE 136TTOM CHORD FILLER DETAIL � MII/SAC -1 � 3/10/2004 I PAGE 1 ALT. TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICATION FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LUF FILLER BC MAYBE SPLICED WITH 3x4 % M20 PLATES OR WITH 2X4 NO2 2r-0" LONG 46" TYP SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE Wl(,131-X3.0" MIN) NAILS @ 4" O.C., 2 ROWS, NOTES: MfTek IndustNes, Inc, Western Dlvlslan MAX 3-M EXTENSION 1x4 M20 PLATES (TYP) OR ALTERNATE CONNECT W/ 2-1Od COMMONS (TYP) FILLER,VERTICAL .ME) ... 2X4 STO OR BETTER LUMBER 1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. _} LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = (Y PSF; DEAD: =10 PSF 3) TRUSS SPACING = 24" O.C. MAX 4) MAX BOTTOM CHORD PITCH = 4112 5) FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTED TO FIT EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJU53MEN a S MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. Pa e # 28 DEC 14 2015 ,& WAR MI . p.,(h do"Ign parameters and READ RWM DX TMB Ah1D Zr MMAD iU"M PRPM = FAaB MM7473 BSFO m U86 Design vaid fro usu only with Wtek eenn ectom Tilhls desigrs Is based only upon povarnalen shown, end Is Imam 1ndlvfdual twlfd)ng ooinaon®ni. ApplmabMy of dEWpn pcnor mars and proper trwurpomllan of corrpananl Is respansFhillty of Wsllding dedgnar - no[ Ins designer. $reculg shown Is la Warel support of IndKIdual web r mn*iers unly. Addllional tampormy bracing to Insure slabMly during Co I=llon is the nsponstimnly of the Bettor. Addllkrnal parm3nenl bruch-rg of the overal slr=l we h 1he rmponslWlfyy of the buMinp deslg ner. Fcv general guldonar rogmaing fc&r --Qlton. quolly C ntmL slemge, delNay, woullon and bracing, =nsdl ANSIM[I qudlly Crtleria, TSB-69 cnd ICS11 Iullding Component Snlvty Inlm-m-"- - avol obis from inns f'tale Inslllde, S93 D'Cmafrin Drive, Madison, Wt Si719, ,���dNIOy�'x �Y NO. C76428 EXP.12-31-16 j CN1L �,� �F CN. 7Tf7 Greenbad Lens �m—dlx SYIIe TOB CJIn1s HelpMe, CA, =]9B3 E M iTeke . . OVERHANG REMOVAL DETAIL MII/SAC - 5C 120.2005 PAGE 1 ilk TRUSS CRITERIA: LOADING: 25-1B-0-10 (MAX) DURATION FACTOR: 1.15/ 1.25 =ME SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1. THIS DETAIL IS FOR REMOVING OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. NO LUMBER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED 12 2-12 F��' MITek Indusbips, Inc. Westem DIvIslon Pa e # 29 DEC 14, 2015 A wARAwm-Yerf(y daargn pars+mdnrs mrd READMITSB ON TAM dNDINCLUDEDffiTESREFMUtN ePAGERM-7478HSFORE EIN& TM Gsee"bad[ Lane m as f n*p vchd for use only wllh Wek conrvsclors. Th[%dflgn k hosed only upon poramelers shown, and. ti for an IndMdud building companent, Sun@ Cltnm Hal Appk:obMy of daskgn pparamenf ors and proper lnouwomllon of component h rc vpondbMly of bufi&ng deslgnor - nol km designer. frrocing shown iialphls, 95f1S is leg lolaral support of h dHktuaf web snembea only. Addlllonol iempomZtracing Iv Insure sIaUr during con imalion k the respvndhl11y of the ereakr. Addlllonal parrnoneni brocing al the overall s -,-Ige lc the respor7slbhl(ly of the bunxg dOzer, For general gdidonce regording j �/ falxlcafhon: quo�ly canhral storage, dcevery., araclhnn and brocing, cansuq Aii51 jlPn 4uat[ky Crtioda, DSS-f19 and OCSI1 Dulidlnp Component M iTer' It Sel.ty InlerrnoRon avaGaLsie tram Tnm PIo1e InsllhuIa, 5M ffDnvfrlo Drive. Modirvn, 1HI 53719. SCAB APPLIED OVERHANGS I MIIISAC - 5 1 3/25/2004 [PAGE 1 MITek Industries, Inc. Westem division TRUSS CRITERIA: _ LOADING: 40-14-0-10 DURATION FACTOR:1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2xb HEEL HEIGHT: STANDARD HEEL UP TO 1211 ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1. THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. ATTACH 2x SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131"X3") NAILS SPACED @ 6" O.C. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 12 2 - 12I-' 2x DEC 1 4 2015 Page # 3 ° WARImYO - 9nrfjy dew1.q purta .t m end READ NOTES ON TM7S AND ZNMU BG J11M aesvx MES PAOB JW 7473 MEFORE OSM. TMGrt+enbacN Lima Des& vafd for use orrly wlfh MQmk acnnecf ors. Thk dedgn Is based only upon poromeium shown. and 4 for on h cMdual b�llding mmponard. SuKa log App¶cobilly of dw4an pper��amentars and proper IncorporaAon of componehl h resporrgAly el bWlding daslgnar - not hvss declgn�, lkadng shown cllnn Heghls, Gk Msl Is for lateral aupporE of kidWkdual web merrrben ony. Addilanaf tempormy hrockt Io Iruure sfobMy d„rina consiruclion Is the respondtAy of 1her emu, or. Addllfonol perrmnanl bracing of Iha overo9 structure Is the responsibflfy of Iha buRdbg designer, For generd guldance regarcing falxl�llan, quaAy corsfraL sloroper, da macllon and hrodng. consvP Alisl�fPli quotlty 61fes{ry p58-f19 and 9+-'.511 9Wldlno component'�'Ter>G Shce4y Informrallen [swaBoble from True Piote Insllfufs, M3 R'Dnolria mve, f.8adhon, Wf 11 f 9. � STANDARD PIGGYBACK MII/SAC - 2 TRUSS CONNECTION DETAIL © GENERAL NOTES: 1- UPLIFT AND LATERAL LOAD CAPACITY OF THIS DETAIL SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER DR Q.UALfFIEDBUILDING DESIGNER. DEC 1 A4 .201`�C 2. PITCH=6112 MAX 3, MAX SPAN = 30'-D" 4. MAXIMUM SHEAR CAPACITY OR LATERAL LOAD TRANSFER BETWEEN PIGGBACK AND BASE TRUSS=120 PLF TYPICAL PIGGYBACK TRUSS CONNECTION 2 x _ x B'-W SIZE TO MATCH TOP CHORD OF PIGGYBACK ATTACHED TO ONE FACE OF TOP CHORD WITH 2 RDWS OF 10d (0.131" X 3") NAILS SPACED 5" O.C. AND STAGGERED O Id * ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2 -16d NAILS TOENAILED. -1 O F 2 Inc. ONlC�.yF * NO. C76428 EXP. 12-31-16 BA-9TRUSS SPACE*PURUNS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS WITH TRUSS (SPACING NOT TO EXCEED 24' O.C.). 2 -16d NAILS, A PURUN TO BE LDCATE� AT EACH BASE TRUSS JOINT, FOR PIGGYBACK TRUSSES WITH SPANS 4 12' SCAB MAY BE OMMMED PROVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12' OVER JOINT) �E CAP CONNECTION IS MADETO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS: REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. * 8" x 8" x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT EACH BASE TRUSS JOINT, ATTACH WITH 2 -10d NAILS INTO EACH CHORD FROM �,- EACH SIDE (TOTAL - 4 NAILS EACH CHORD) @ 24" O.C. ATTACHED W/ 2-10 D NAILS aae#31 Ox CA *0 MAXIMUM U PLIFT SCAB CAPACITY USING (10) 10d (0.131" X'3") NAILS: SYP = 1080 LBS SPF = 820 LBS DF = 970 LBS HF = 840 LBS SPFS = 720 LBS MAXIMUM UPLIFT PURLIN CAPACITY USING (2) 16d (0.131" X 3.5") NAILS: SYP = 117 LBS SPF = 50 LBS DF = 92 LBS HF = 53 LBS SPF-S = 41 LBS MAXIMUM UPLIFT SHEATHING CAPACITY USING 1/2" SHEATHING AND (2) 8d (0.1,31" X 2.5") NAILS: SYP = 82 LBS SPF = 42 LBS DF = 64 LBS HF = 44 LBS SPF-S = 28 LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 A IPAP-WXG• Va,{& d—ign param aim a"rl risAO NOTES CNT ng AN1J DiP-&Va Eft AATYK YZFjMaRcj*,pAM Mrr.7472 DAMIQ,C :.S& 13eslgn vald icr use a* wllh MDek conneclon. This design Is b and orgy upon p sorrelar� shown, and Is far an IndMduol buuDddiinq cornponenf. ApplcahlRy oI darlgn {p�ro�rraarrwnisxs and propwIncorpomllon of conVonanl h respomaAly of 6r� g dedgnar - ml lnr*s designer, kodng shcw,ra h farloIeml suppprl cA krdlvldOn web mmn*en any. AddllooulIt- onxy Eraclrsg io Insure do LGl iy durkp r�nslrucllan Is !ba mpon&Nmy a! Ih1w r ac;m. Addlilnnal Psrranenl bvodng of the ovaro9 sirudure d the r=spnnJ6Nly of the hufding deslgnar. Fnr owwral guldonce rsgorck g laLv',allon, q c y=on3rol sloroge, dellgry, ww-lIon and Uaclip, conwli ANSIjfY1I 4uuOiy =dl"ria, DU.119 and 11= I SuEding Componon! Safely Inlarm¢Han avalob� Irofn ia~�s Pole kxlflule, W WO a& Drive. Modkon, Wl W 19, - MAXIMUM U PLIFT GUSSET CAPACITY USING 7/16" GUSSETS AND (4) 1 Od (0.131" X 3") NAILS: SYP = 300 LBS SPF = 276 LBS DF = 294 LBS HF = 276 LBS SPF-S = 258 LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 J 7777 GreenhedrL"ne Sulle 109 Clirus Helghie, CA, 95610" Miev" k0 f STANDARD PIGGYBACK � MII/SAC - 2 J 49012p04 PAGE 2 OF 2 j TRUSS CONNECTION DETAIL MITek Industries, Inc. Western Division w DEC 1 4.2015 * NO. C76428 FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: 'f1ToF � SCAcrVB UM UPLIFT i C tIFO� APIM AC(TY USING 10d (R.'I 31" }C 3"} NAILS; VERTICAL WEB TO 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS SYP = 1060 LBS EXTEND THROUGH MUST MATCH IN SIZE, GRADE, AND MUST LINE UP SPF = 820 LBS BOTTOM CHORD AS SHOWN IN DETAIL DF = 970 LBS OF PIGGYBACK i 2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH HF = 840 LBS BOTTOM CHORD SO THAT THERE IS FULL WOOD SPF-S = 720 LBS TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK AND THE TOP CHORD OF THE BASE TRUSS. 3) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS. 4) ATTACH 2 x_ x 6-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d NAILS (0.131"XT) AT 1T" O.C. STAGGERED. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) 5) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 3700 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 3700 LBS. VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 PIGGYBACK TRUSS CONNECTION FOR SPANS LESS THAN IU-0" MAXIMUM UPLIFT SCAB CAPACITY USING (4) 2x_x-0'-a" SIZE TO MATCH 10d (0,131" X 3") NAILS: TOP CHORD OF PIGGY9ACIC ATTACHED TO ONE FACE OF TOP t` SYP = 42LBS 4 CHORD WITH 2 ROVVS OF 10d (0.131" X 3 ) SPF = 32 LBS NAILS'SPACF-D 6" O.C. AND STAGGERED �, DF = 388 LBS SPF-S = 28B LBS A Nl / �C ATTACH PIGGYBACK-rF6S! TO EACH PURUN WITH 2 -16d NAILS TOENAILED. \ BAS TRUSS SPACE PURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURUN TO SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS v TRUSS (SPACING NOT TD EXCEED 24 O.C.). 2 -16d NAILS. A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHiN VHEN DETERMINING OVERALL UPLIFT CAPACITY. �Qe MAXIMUM UPLIFT PURUN CAPACITY USING (2) 16d 10.131" X 3.6"I NAILS: SYP — 117 LBS SPF = 60 LBS OF = 92 LBS HF = 63 LBS SPF-S — 41 LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 ,® WARMNG- 92r}fy deify n porametam and ASAD NPR off 7JW A,4D jAT'r UDjM Mr=Pi'.r �aamarnae leA•74" EPP" URL 7777 Greanbarh Lane SWIe 1D9'�� Padan vald is use any wlkh f+iiTek canrmeclars. This deslpn k bated any upon poramala , shown, and h for an (ndkvldual tupdjnp.cornponenl. �� �e Applcoblliy o[ dedgn poramanlen and proper iicorporollon d, componenl b repan�llly of bu"ro dasipnar - nol Irusa designer. Ervdng shown ph1g• CA, Ml h ix W-4iupp rl of Yn�viduai wab rremlasis o.*. Addlilond lemparary 6rncing lc kume 11060y daft consWulfon & Ihn respomlhmr of the IN ereclrx. AdOnm3l par nrwd br drQ dl [ha overul s€ruelurs 6 the raE6pnnsingly ul the bulding d"�ne , Far ganaml guidance repordlhq Ialrkollan, quuliy control slgaF}e, deivery, etaclIon and broeing, consull ANSt(Mll 4vp11ly Crliar€a. F75547 and StSll lu+lldinp Compahenl aMmiTe � SnSe ly Snle€aral[nn c•+oJ6ybie i,am Truss Pula lnslliule. SM DbnafM1e Orb'r1 Mad"or,, Wi Z7 iq. STA"ARD-,PxGGYBAGI4 TRUSS CONFECTION DETAIL (MAY BE V$ -.P FOR DRAG TRUSSES) IVllI,'SAC _ 2.B GENERAL NOTES: 1.1lPLIFF:AND LATER .4 LOAD CAPACITY OF THf&bE-TAILSHAUL BE REVIEWED AND APPROVED BY-I?R(]WECT ENGINEER OR 11 9VAL16ED BUILP114G'DESIGNER_ DEC i A 20�5 2. Pli&H=17J12 MAX 1 4, 3. MAXCAP-TRUSS SPAN=201-0" 4- iNMOMUM SAEAR CAPACITY OR LATERAL LOAD - TRANSFER BETWEEN PIGG13ACK AND BASE TRUSS=160 PLF TYPICAL PIGGYBACK TRUSS CONNECTION (.MAY 8.E USED FOR DRAG TRUSSES) . 2 x x 6'-D' SIZE TO MATCH TOP CHORD OF PJGGYBACK. 8" x 8 1/2" x 1/2"•PLYWOOD (or 7/16" Q56) ATTACHED TO -ONE FACE TOP GUSSET EACH Si&E Wr EACH BASE TRUSS CHORD WITH 2 ROWS OF 1 f1d (D.131- x 3-) NAILS SPACED 6" O.C. AND STAGGERED JOINT OR MAX. 24" O.C. ATTACH WITH 2'-10d NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 4 NAILS EACH CHARD) Wi �p '.,� le� I I ATTACH NAILS TOEACH PURLNNAI . TRUSS BAS.9 TRUSS SPAE PURUNS-AQCOROING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP -SPACING ON THE TOP CHORD OF THE BASE TRUSS (§I*CIW!NQT- TO EXCEED 24- D.C.), CHORD OF RASE TRUSS WITH 2 -16d NAILS. A PURLIN TO BE LdCATEI) AT EACH BASE TRUSS JOINT. * FOR PIOGY RACK•TRUSSES Wn. SPANS -C 12' ,SW MAY BEOMMITEi PROVIDED THAT: ROGF40EATHING TO. BE CONTINUOUs OVER .]DINT {slilJ�TitItG TO.OVERLAP MINIMUM IT OVER JOINT) * CAR CONNECTION IS MADE TO RESIST UPLIFT. SEE Mk)WLIM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS (MAY BE USED FOR DRAG TRUSSES) * 2 x _Mx V-a" SIZE TO MATCH TOP orin OF PIGGY9AVK ATTAPHED TO EACH FACE OF TOP CHORE WITH 2 Rows OF 10d. (0.131" x 3") NAimsPACEp s" D.C. AND STAGGERED f REPLACETOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS / AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE y TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. W' x 8 112" x 1/2" PLYWOOD (or 7116" DSB) GUSSET EACH SIDE AT EACH BASE TRUSS _ JOINT OR MAX- 24" O.C. ATTACH WITH 2 -10d NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 4 NAILS EACH CHORD) `- — 2x4 PURLINS @ 2411 ❑ -10 D NAILS q0 �(7NID F�^� C� g NO. C76428 EXP. 12-31-16 .t} CN IV �,P �0F CAUw 'AGE 1 OF I MAXIMUM UPLIFT SCAB CAPACITY USING (10) 10d (0.131" X 3") NAILS: SYP 14D60 LBS SPF = 82D.LB8 DF = 970 LBS HF = 840 LBS SPF-S = 720 LBS istr;es, Inc. MAXJMLU UPLIFT PURLIN CAOACI Y:f $ltI G (2) 15d (0.131"X 3.5") NAILS: SYP= 117 LBS SPF­ 66 L•B$ DF = 92 LBS HF = 63 LBS SPF-S = 4.1 LBS MAXIMUM UPLIFT- SHEATHING CAPACITY USII`iG 1/2" SHEATHING AND (2):8d. (Q:431" X-2.51 NAILS: SYP = 82 LBS SPF = 42: LBS DF = 64 LOS HF = 44-LBS -SPF-S = 28'LBS VALUES'SHOWN N ARE BASED ON LOAD.DURATION OF 1.00 3 1 MAXIMUMUPLIFT GUSSET CAPACITY USING 7/16" GUSSIFTS AND (4) 10d (0.131"X 3") NAILS: SYP:= 3QO LBS SPF = 276 LBS DF = 29.4 LBS HF = 276 LBS SPF-S = 258 LBS VALUES SHOWN ARE BASED ON LOAD. DURATION OF 1.00 WAlGtFNG • llr% t­fgn Pere meta- -Ad AeAb NOML dN 7i'J-. AND tHCLUD5A W2ZK REFFnP V8 ?A GD IdM 74 P3 2PIMPS VSS, I]sggn rp�d lw use ony with Muck ¢vnnacler l- i"I delipn h S-ed only upon pa0rralers sh7wn. end a IrX 0n kl�rviiuW wullding carrlponrnl, ApRicobFlly a. de n pa0rr� Il oitd proper Inc¢rpar¢EI¢n vl carnponerl3 it resp0 ly al6uidinQ deygner- nol lrtw dasigner. 6raring drown 's Tar lalero€ruppari el'sedvldual wr6 msm6ers 0niy. lddlliaml Icmp¢rory I¢rocirp io Inslra slablEly durinQ rarxlru¢lF7r, K Ihr f�parsslht5lY r;f the sracJ�, Ad�[lpriial perrmitiErr; twG_Jry a< IhE oyr�a6 �': uclurpb Iha retparisibM#IY e1 the 6v6�rp �cgrlar, For S�r•2rn! guldcr:� re�7r[71rrg 10hr1cgiloati qudFfy canlral, slprpg_, delr•;ary, e+z¢!an ¢rd brsinp; crrnwll AN51�1Fl1 I]unRfy Crller]a. RSy-69 and !LSI] 6"Ildng Compdneni Saltily lnlormallen o.vknbfe Irvm Sruu Pile kl£IElule, 5fl3 O'Grafrf¢ l7r(m, M0du0n. WI 5:719. 7177 Gres wf*®- sulle 109 Glrus Helphls, CA. Wl ll'7 k� STANDARD PIGGYBACK TRUSS CONNECTION DETAIL �MI­IISAC - 2C (MAY BE USED FOR DRAG TRUSSES) GENERAL NOTES: 1. UPLIFT AND LATERAL LOAD CAPACITY OF - - THIS DETAIL SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER. 2. PITCH=12/12 MAX 3. MAX CAP TRUSS SPAN = 20'-0" 4. MAXIMUM SHEAR CAPACITY OR LATERAL LOAD TRANSFER BETWEEN PIGGBACK AND BASE TRUSS= 150 PLF 5. MAXIMUM WIND SPEED OF 110 MPH IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS 2 x 6 x 6'-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK ATTACHED TO ONE FACE OF TOP CHORD - CENTERED ON INTERSECTION WITH 2 ROWS OF 10d (0.131" X T) NAILS SPACED 5" O.C. AND STAGGERED 6/25/2012 1 PAGE 1 OF 1 MITek Industries, Inc. Western Division CONNECTION SHOWN IS BASED ON DOL OF 0.63 Mi fek 3 X 6 20ga NAIL -ON PLATES (OR SIMPSON LPT4) TO EACH SIDE AT TRUSS JOINT 48" O.C. ATTACH .I WITH 4 - 0.131"X1.5" NAILS PER MEMBER STAGGER PLATES AND NAILS FROM OPPOSING FACES I', ENSURE 0.5" EDGE DISTANCE va 2x4 PURLINS @ 24" O.C. ATTACHED W12-10 D NAILS APPLY PURLINS TO LOWER EDGE OF BASE TRUSS TOP CHORD A Q„d RL&D Al MS Off TICS arm LYCL=Z0 AIMMRS7SRz -E race H¢--y47a BEFORE US& Design void fm use ontyv,dlh MTa cannectas. The design is bared only upon poMo lens shown. and is for on indrvldugl fwildng component. App l=bcBly of design po rnonlm and proper irkc[rpwa Nam of componenl is respar 2Aky of buflding designer - nol truss designer. 8tos7r�Q shown is for fa feral support of individual web members only. Addlionol Iempormy bracing fa insure slubdly dunng Construction 1 the responsi 11 of the rrec l0r_ Addliowl penr nenI bracing of the overa8 structure a the to vpormbilly of the b0d'vrg designer. For general gu7dance regardtn i0brcafion, qu llfy cantro� storage, deivery, ereafion and bracing, consult ANSI/TP11 quality Crlleila. DSS-89 and 9C511 8utldfng Componsn} Safety Infonno8on eralahle Irani Truce Plate Irnllluie, $83 D'OnoMo Drive. MOdeorr, WI.33719, 0NIRO) /1%, * NO. C76428 T EXP. 12-31-16 , ,I} CNiI V p DEC 14. 1015 Tm Gmentads i ene CD Suite 100 CiUus Heights, CA. 95FS1 �� j� 1 MOW