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HomeMy WebLinkAboutB15-1920 (4)�t MiTek' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1504-087 Fax 916/676-1909 Fearon 2nd Dwelling The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: 844350469 thru 844350474 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3, These truss designs rely on lumber values established by others. Q�p�ESS'0 TNIO ql IU 76428 z rmn v � * EXP. 12/31/2016 s>qr Ar April 27,2015 Hernandez, Marcos 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. n PERMIT # F51�3 — BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE FtLr, CITY • I� JIB 1, 1 MEMO MINORIM- 11111111111111110P. P �I P mi "ri miWO WOMEN Sol m WWWOI Job ITruss 24-0-0 Truss Type Qty Ply Fearon 2nd Dwelling LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 844350469 I 1504-087 A01 BOSTON HIP 2 2 7777 Greenback Lane BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) 0.06 1 n/a n/a BCDL 10.0 Code IBC2012/TP12007 Job Reference o do al SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 MiTek Industries, Inc, Man Apr 27 15:14:18 2015 Page 1 ID:8DugE62YFO67Wq pbjVPvzMTCJ-YnvjzK6NaRLjka7mOWe36Jgvd_hAoZG9lrwosl zMSH3 k 30.0 47-14 12-0.0 19-0-2 24-110 I 27.0-0 I 3-0 0 47-14 742 74-2 47-14 3-0-0 5x10 \\ 416 = 2x4 II E 5x10 Scale = 1:51.0 oxo 2x4 II axis 3x8 = 30 = 2x4 II 4x5 = 3x4 = 4-7-14 1240 r 19-4-2 24-0-0 4-7-14 742 74-2 47-14 Plate Offsets (X.Y)— IB:0-2-14.Edge1.IE:0-3-O.Edgel.0:0-2-14.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.07 O -P >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.31 Vert(TL) -0.19 O -P >999 180 7777 Greenback Lane BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) 0.06 1 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight 331 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G JOINTS 1 Brace at Jt(s): F REACTIONS. (Ib/size) B=2216/0-38 (min. 0-1-8), 1=2215/0-3-8 (min. 0-1-8) Max Hoa 8=81(LC 12) Max UpliftB=512(LC 4), 1=512(LC 5) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=5021/963, GAF= -4509/912, D -AF= -4463/921, D -E=394/92, E -G=394/92, G-AG=4459/921, H-AG=4505/912, H-1=5018/965, D -F=3902/814, F -G=3902/814 BOT CHORD B -W=915/4708, W -X=915/4708, P -X=915/4708, P -Y=915/4708, Y -Z=915/4708, O -Z=915/4708, N-0=820/4282, M -N=820/4282, M-AA=778/4280, L-AA=778/4280, L -AB 147 , AB-AC=837/4704, K-AC=837/4704, K-AD=837/4704, AD-AE=837/4704, BUTTE COUNTY 8374 WEBS D-0=137/805, G -L=136/801, C -P=24/405, C-0=457/95, H -L=-456/98, H -K=22/405 BUILDING nDIVISION 1 2- truss to be connected together with 10d 0.131"x3" nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at D-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have'been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. DE ESS/ 4) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS QR 0/t/ (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. ��� 01 N 10 y 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' co �� 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 1-0-0 wide will between the bottom chord and any other members. 1J W 7642 8 Mfit 8) A plate rating reduction of 20% has been applied for the green lumber members. tY b X 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 512 lb uplift at joint B and 512 Ib uplift at EXP. 12/31/2016 joint 1. k 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �rFOFCA1.1 P April 27,201 Continued on page 2 Q WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE N11-7473 rev. 02/16/2015 BEFORE USE. Design void for use only with Mitek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of IndWual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII OuaBty, Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Piste Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Fearon 2nd Dwelling Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilliy, of the 844350469 1504-087 A01 BOSTON HIP 2. 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312 Alexandria. VA 22314. Suite 109 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 MTek Industries, Inc. Mon Apr 27 15:14:18 2015 Page 2 ID:6DugE6r2YFO67WILpbjVPvzMTCJ-YnvjzK6NaRLjka7mOWe36Jgvd_hAOZG7lrwosl zMSH3 NOTES- (14) I 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 Ib down and 51 Ib up at 8-0-0, and 54 Ib down and 51 Ib up at 16-0-0 on top chord, and 58 Ib down at 2-0-12, 260 Ib down and 69 Ib up at 440-12, 246 Ib down and 65 Ib up at 6.0-12, 222 Ib down and 72 Ib up at 8-0-12, 222 Ib down and 72 Ib up at 10.0-12, 222 Ib down and 721b up at 1240-12, 222 Ib down and 72 Ib up at 13-11-4, 222 Ib down and 72 Ib up at 15-11.4, 246 Ib down and 65 Ib up at 17-11.4, and 260 Ib down and 691b up at 19-11-4, and 58 Ib down at 21-114 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. s LOAD CASE(S) Standard t 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 ! Uniform Loads (plf) Vert Q -T=20, A -D=-60, D -E=-60, E -G=-60, G -J=60 Concentrated Loads (Ib) Vert N=2220 M=222(F) W=18(F) X=260(F) Y=246(F) Z=222(F) AA=222(F) AB=222(F) AC=246(F) AD=260(F) AE=18(F) BUTTE COUNTY BUILDING DIVISION APPROVED N WARNING - Vert& design Parameters end READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mil -7479 rev. 021IW2015 BEFORE USE. Design valid for use only with Mfrek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilliy, of the erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT®k' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1P11 Quality Criteria, DSS -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312 Alexandria. VA 22314. Suite 109 Job Truss Truss Type Dty Pty Fearon 2nd Dwelling Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 844350470 I 1504-087 A02 COMMON 11 1 MT20 220/195 TCOL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.27 Job Reference (ootionall SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 MiTek Industries, Inc Mon Apr 27 15:14:19 2015 Page 1 ID:8DugE62YFO67W q_pbfYPvzMTCJ-OzS5Bg7?UTaMkyxE9lfWM31044X4c9XVfLPTzMSH2 30 0 6.414 12-0 0 17-7-2 24-0.0 27-0-0 3-0-0 6.4-14 5-7-2 5.7-2 8-0-14 3-0-0 Scale = 1:49.3 5x6 = vxo — oxq — oxo — axq — 45 = r 834 158-12 24-0.0 834 75-8 834 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.07 H -J >999 240 MT20 220/195 TCOL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.27 H -J >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.24 Horz(TL) 0.07 F n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 122 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF N0.18Btr G WEBS 20 DF Stud/Std G REACTIONS. (lb/size) B=1140/0-5-8 (min. 0-1-8), F=1140/0-5-8 (min. 0-1-8) Max Horz B=81 (LC 12) Max UpliftB=239(LC 4), F=239(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=2061/223, C -D=1827/183, D -E=1827/183, E -F=2061/223 BOT CHORD BJ=195/1900, I -J=-03/1342, H-1=-63/1342, F -H=115/1900 WEBS D -H=42/534, E -H=341/168, D -J=-41/534, C -J=341/168 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-6 oc purtins. 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 de NOTES- (9) 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=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 239 Ib uplift at joint B and 239 Ib uplift at joint F. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Pius Lumber Co. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION APPROVED QRpF ESS/ON Y NIO c 76428 m cc C4o X EXP. 12/31/20 51�1 Of rFOFCAl.1Fo��\P April 27,201 A WARNING. Va" design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 BEFORE USE. Design void for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicabifly of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lana Suite 109 Jdb ITruss 3-5-0 3-5-0 Truss Type Qty Pty Fearan 2nd Dwelling (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ' R44350471 I 1504-087 J02 JACK -CLOSED 4 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.05 E -F >999 180 9) This truss is designed in accordance the 2012 International Building Code 2306.1 ANSIlfPI 1. Job Reference o do a SYSTEMS PLUS LUMBER CO, ANDERSON, CA . 7.620 s Mar 27 2015 MiTek Industries, Inc Mon Apr 27 15:14:212015 Page 1 I D:8DugE62YFO67Wq_pbll/PvzMTCJ-yMarcM8FtMjl b2rL3eCmkxSOACIA?w4S_p8STLzMSHO 3-0-0 3-5-0 311-11 , 8.0-0 3-0-0 3.5-0 08 11 4-0-5 Scale = 1:21.6 5x8 \\ NOTES- (12) 3-5-0 3-5-0 1) Unbalanced roof live loads have been considered for this design. 8-0.0 4-7-0 Plate Offsets (X.Y)— fB:0-0.6.Edael (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 E -F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.05 E -F >999 180 9) This truss is designed in accordance the 2012 International Building Code 2306.1 ANSIlfPI 1. BCLL 0.0 • Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 E n/a n/a BCDL 10.0 Code'IBC20121TPI2007 (Matrix -M) 3-11-12, and 73 Ib down and 75 Ib up at 6-0-12 on top chord. The design/selection of such connection device(s) is the responsibility LU Z M Weight 41 Ib FT = 20% LUMBER- BUTTE COUNTY BRACING - LOAD CASE(S) Standard TOP CHORD 2x6 DF SS G 'Except Plate Increase=1.15 BU/DIVISION 1)UnformDead +Ro TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except C -D: 2x4 DF No. t&Btr G April 27,201 end verticals. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS. (Ib/size) B=522/0-5-8 (min. 0-1-8), E=276/Mechanical Max Horz B=64(LC 4) Max Uplift 13=187(!_C 4), E=-45(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=477/65 BOT CHORD B -F=67/433, E -F=66/425 WEBS C -E=-438/70 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. Design void for use only with MiTek connectors. This design is based only upon parameters shown, and is for on Individual building component., 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibllily, of the 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 140-0 wide will fit between the bottom chord and any other members. fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/rPll quality Criteria, OSB -89 and SCSI Building Component 6) A plate rating reduction of 20% has been applied for the green lumber members. 7777 Greenback Lane 7) Refer to girder(s) for truss to truss connections. t,QF ESS/0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187 Ib uplift at joint B and 45 Ib uplift at joint E. QQ N,9` N IO 9) This truss is designed in accordance the 2012 International Building Code 2306.1 ANSIlfPI 1. pI h� F � 2 with section and referenced standard 10) "Semi-rigid fixed heels" Member fixity in pitchbreaks with end model was used the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105 Ib down and 96 Ib up at O 7642 8 y m V 3-11-12, and 73 Ib down and 75 Ib up at 6-0-12 on top chord. The design/selection of such connection device(s) is the responsibility LU Z M of others. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q 4 EXP. 12/31/2016 BUTTE COUNTY * LOAD CASE(S) Standard Plate Increase=1.15 BU/DIVISION 1)UnformDead +Ro �� CMI. /'ofLve(balanced):LumberIncrease=1.15, Vert A -C=-60, C -D=-60, E -G=20 PPED APPROVED 1 M AS-IILDING OF C April 27,201 I4• WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. OV1012015 BEFORE USE. Design void for use only with MiTek connectors. This design is based only upon parameters shown, and is for on Individual building component., Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibllily, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/rPll quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information avalloble from Truss Plate Institute. 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Fearon 2nd Dwelling Plate Grip DOL 1.15 TC 0.14 TCDL 10.0 844350472 1504.087 J03 JACK -CLOSED 4 1 YES WB 0.07 BCDL 10.0 Code IBC2012frPI2007 Job Referenceo do a SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 MiTek Industries, Inc Mon Apr 27 15:14:22 2015 Page 1 ID:8DugE62YFO67WgpbjVPvzMTCJ-QY8Epi9tdgr9DCQXdMj9H9 a7b6EkOsbDTu7tozMSH7 3-0.0 5.5-0511-11 8-0-0 3-0.0 5-&0 0811 2-0-5 5x8 \\ LOADING (psf) SPACING- 2-0-0CSI. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 TCDL 10.0 Lumber DOL 1.15 BC 0.11 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 BCDL 10.0 Code IBC2012frPI2007 (Matrix -M) DEFL. in (loc) Vdefl Lid PLATES GRIP Vert(LL) -0.01 F -I >999 240 MT20 220/195 Vert(TL) -0.03 F -I >999 180 Horz(TL) 0.00 E n/a n/a LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except- TOP CHORD C -D: 2x4 DF No. 1&Btr G BOT CHORD 2x4 DF No.1&BtrG BOT CHORD WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) B=525/0-5-8 (min. 0-1-8), E=270/Mechanical Max Horz B=89(LC 7) Max UpliftB=183(LC 4), E=-44(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=314/42 BOT CHORD B -F=25/260, E -F=29/253 WEBS C -E=317/55 Scale =1:21.6 Weight: 42 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint B and 44 Ib uplift at joint E. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end laity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 Ib down and 94 Ib up at 5-11-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOADCASE(S) Standard BUTTE COUNTY 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 BUILDING DIVISION Uniform Loads (plf) Vert A -C=-60, C -D=SO, E -G=20 APPROVED Continued on page 2 OQ�pFESS/ONS ��.�YNio yF`F2�; �2 2 L 76428 - m d X EXP. 12/31/2016 C�jV(L ;10OF CAI.' ADril 27,201 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 11111.7477 .1 02/1&2015 BEFORE USE I Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicablity of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsblllity of the erector. Additional bracing the Is the the building designer. For WOW permanent of overall structure responsibility of general guidance regarding 10bricatlon, quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane lately Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexoncido, VA 22314. Suite 109 Jdb Truss Truss Type Qty Ply Fearon 2nd Dwelling Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown 844350472 1504-087 J03 JACK -CLOSED 4 1 MiTek' fabrication. quality control. storage. delivery. erection and bracing, consult ANSI/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ob a ce (optional mvn Apr a w: w:cc cv ro raga 2 I D:8DugE62YFO67Wq_pb)VPvzMTCJ-QY8Epf9tdgr9DCQXdMj7H9_a?b6EkOsbDTu??OZMSH9 LOAD CASE(S) Standard Concentrated Loads (lb) Vert J=13 } C BUTTE COUNTY BUILDING DIVISION APPROVED WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11.7472 rev. 0211811015 BEFORE USE Design void for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Mv Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsbilrity, of the erector. Additional permanent bracing of the overall structure is the responsibility, of the building designer. for general guidance regarding MiTek' fabrication. quality control. storage. delivery. erection and bracing, consult ANSI/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Jdb Truss Truss Type71. CSI. Ply Fearon 2nd Dwelling (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 844350473 1504-087 J04 JACK -OPEN D -G 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.29 Vert(TL) Job Reference (Optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 MiTek Industries, Inc Mon Apr 27 15:14:22 2015 Page 1 ID:8DugE6r2YFO67Wq_pb)VPvzMTCJ-QY8Epi9tdgr9DCQXdMj?H9 Ztb3QkPlbDTu??ozMSH? 3-0.0 8-0-0 3-0-0 8-0.0 t Seale =1:22.3 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.07 D -G >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.29 Vert(TL) -0.24 D -G >388 180 BCLL 0.0 • Rep Stress Ina YES WB 0.05 Horz(TL) 0.01 B n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) B=533/0-5-8 (min. 0-1-8), D=275/Mechanical Max Horz B=147(LC 4) Max UpliftB=170(1_C 4), D=57(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=544/0 BOT CHORD B -D=58/442 PLATES GRIP MT20 220/195 Weight: 39 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation 'de NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 Its uplift at joint B and 57 Ib uplift at joint D. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION A1PPR0VED R OQRpFESS/O�� �`�N10 h�lF2� i UJI 76428 m cc 09C7 X clVIL �FOF CA. �s April 27,201 WARNING - VerBy design parameters end READ NOTES ON THIS AND INCLUDED wrEK REFERANCE PAGE NII.7473 rev. 0211612015 BEFORE USE. Design valid for use only with Mitek connectors. This design Is based only upon parameters shown, and Is for on individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibiPity, of the erecta. Additional bracing the Is the the building designer. For MiTe k' permanent of overall structure responsibilily of general guidance regarding fabrication, qualiy control. storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSS -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Fearon 2nd Dwelling Plate Grip DOL 1.15 TC 0.14 TCDL 10.0 844350474 I 1504087 6J3 JACK -OPEN 4 1 YES WB 0.00 BCDL 10.0 Code IBC2012/TPI2007 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 MiTek Industries, Inc, Mon Apr 27 15:14:23 2015 Page 1- - - -- I D:8Dug E62YF0871McLpbjVPvzMTCJ-ul icO2AWO_zOgM7jA3EEpMX117RBTsGkS7dZYEzM SH_ 3.0-0 2-0 0 571-11 3.0-0 2-0.0 3-11-11 Scale = 1:18.3 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 TCDL 10.0 Lumber DOL 1.15 BC 0.12 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF Stud/Std G DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) 0.00 1 >999 240 MT20 220/195 Vert(TL) 0.00 1 >999 180 Horz(TL) -0.00 B n/a n/a Weight: 23 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 24)-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation uide REACTIONS. All bearings Mechanical except (jt --length) B=0-5-8, C=0-1-8, D=0-1-8. (lb) - Max Horz B=123(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) E, F, C, D except B=187(LC 4) Max Grav All reactions 250 Ib or less at joint(s) E, F. C, D except B=386(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=230/266 NOTES- (11) 1) Wind: ASCE 7-10; Vuft=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will rd between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, F, C, D except Qt --1b) B=187. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION APPROVED OQ�OFESS/ONS pY N 10 76428 z m Of ccd ;U EXP. 12131/2016 OF CAL.' April 27,201 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 11111-7473 rev. 02/18/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MOWerector. fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane lately Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in fl -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. O _t/1Q, T For 4 x 2 orientation, locate plates 0- 14z' from outside Numbering System 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS CI -2 C2-3 o WEBS 4 O Q Vab 0- u U RO a0 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. BOTTOM CHORDS edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR -1311, ESR -1352, ESR 1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or BUTTE COUNTY by text in the bracing section of the 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing BUILDING DIVISION spacing indicated on design. if indicated. APPROVED ED 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 M7i ekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ®�® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB$9: Design Standard for Bracing. is not sufficient. BCSI: BuildingComponent Safe Information, MiTeka 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 02/16/2015 Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com INSPECTION AGENCY Timber Products Inspection, Inc. 105 S.E. 124`h Avenue Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360) 449-3953 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * Nil MloTek* ICC ES Report ESR -1311& ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS (2303.4/R802. I Oroof/R502.1 I floor) TRUSS ENGINEERING LAYOUT YES ❑■ NO ❑ Standard Truss Detail Title Detail # = Included Gable End 85 Wind B 1 Gable End 110 Wind B IA Gable End 110 Wind C 1B Hat Truss over 6/12 2 Hat Truss under 6/12 213 Web Bracing Details 3 ✓ Valley Fill Frames 4 Open Face Jacks 5 ✓ Toe nail 6 ✓ Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data 11 ✓ Purlin Gable 12 BCSI at www.sbcindustry.com BCSI-131 Summary Sheet at www.sbcindustr .com Systems Plus Job Number 1504-087 Date 04/28/2015 C'ustomeY Fearon Project 2nd Dwellin LocationChico, CA Revisions) PERMIT # 51G-1612,0 FOR PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND "I � NOTE BCSI-Bl SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES F l LE CDPY SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE. RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B 1 SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & Mil/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B I SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. BUTTE COUNTY BUILDING DIVISION APPROVED JULY 11, 2011. LATERAL TOE -NAIL DETAIL ST -TOENAIL =011 0 00 0 00 a MiTek USA, Inc. ® MiTek USA, Inc. Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE SQUARE CUT SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE •-� FAR SIDE NEAR SIDE X 4 FAR SIDE SIDE VIEW (24) 4 NAILS NEAR SIDE ---i FAR SIDE NEAR SIDE ' ----i FAR SIDE BUTTE COUINT\y BUILDING DIVISION APPROVED SIDE VIEW (2x6) 4 NAILS NEARSIDE NEAR SIDE NEAR SIDE NEAR SIDE QOF SSIpN Uj CcrO * E P. 12-31-15 s� clvl\� �lFOFCAl1E0�� TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SYP DF HF SPF SPF -S �ry .131 88.1 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J L, .162 118.3 108.3 93.9 91.9 80.2 ai z z .128 84.1 76.9 66.7 65.3 57.0 OJ .131 88.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 82.8 72.3 ri C7 .120 73.9 67.6 58.7 57.4 50.1 Z O .128 84.1 76.9 66.7 65.3 57.0 c .131 88.1 80.6 69.9 68.4 59.7 6 .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE SQUARE CUT SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE •-� FAR SIDE NEAR SIDE X 4 FAR SIDE SIDE VIEW (24) 4 NAILS NEAR SIDE ---i FAR SIDE NEAR SIDE ' ----i FAR SIDE BUTTE COUINT\y BUILDING DIVISION APPROVED SIDE VIEW (2x6) 4 NAILS NEARSIDE NEAR SIDE NEAR SIDE NEAR SIDE QOF SSIpN Uj CcrO * E P. 12-31-15 s� clvl\� �lFOFCAl1E0�� DETAIL FOR COMMON AND END JACKS MII/SAC - 8 -40PSF 11/25/2013 PAGE 1 r wnurno tpur; Ior/At INta 2.00 1 BRACING ' Plates Increase I MiTek Industries, Inc. ®� R TOLL ao.o 1.75 Western division TCDL 14.0 Lumber Increase 1.15 ' TOP, CHORD Sheathed. BBCLL CDL 10.0 IRep Stress Incr YES BOT CHORD Rigid ceiling directly applied. i MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 DF No. 1& BTR G BOT CHORD 2 X 4 DF No. 1 & BTR GLENGTH OF EXTENSION I _..---- --------------------- -- ___.—.__..-_- AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE ii!( W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE ! j W/ (.131-X3.0" MIN) NAILS ® 3" O.C. 2 ROWS NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND �% �• BOTTOM CHORD TO BE "2" MIN. !' SPACING= 24" O.C. ! :' SUPPORT AND CONNECTION BY OTHERS OR 2-16d f ~ (0.162"DIA. X 3:5"). LGT TOE NAILS SUPPORTS SHALL 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORE ' CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5" LGT) TOE NAILS 3x6 CONN. W/2 ted COMMON WIRE (0:162"DIA X 3.5' LGT) TOE NAILS 8-041 040. C76428 f: �— --- — - --__ I EXP. 12-31-iQ o -k) -U i pr{ EXT. 4 -CO -0 —_ 2-0-0 W 2_0_0 ___ .`-tel I •1 EMT. ! 2 -U -U i .... •Y EY.T, 2_0_0 .. _....._. . .._ ... ..... Nov _Q U I ' CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5•• LGT) TOE NAILS IF BOTTOM CHORD IS 6'-0" LONG OR LESS �j LUMBER MAY BE 2X4 OF STUD/STD G 2� , — 3X6 — BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK. CONN. W/2 16d COMMON WIRE(0.167•DIA. X 3.5'•) LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2-0-0 PRESSUREBLOCKING INFO. BUTTE COUNTY BUILDING DIVISION APPROVED NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. IMON WIRE PROVIDED 1� 19Amymo - 9eet/g design ptrmnset—, and RFAD NOTES ONTiIIS AND INCLUDED MITSK REi-ERRNCE PAGE MU -7973 BEPORE USE, 7777 Greenback Lane �® Design valid for use only with m7ek connectors. This design h based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporarron of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 956JIMINE is for lateral support of individual web members only. Additional lemporary bracing to insure stability during construction is the responsibillily of the erecta. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding �qp i - fabrication, quality control, storage. delivery. erection and bracing, consul) ANSIITP11 Quality Criteria. DSO -89 and SCSI I Building Component■�Y�1® Safety Information available from Truss Plate Institute, 583 D•Onofrio Drive, Madison, Wt 53719. (IImA ®,Qov+ MARSH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE FV -11E3 0 00 0 00 a MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 "Bay size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE 24"O.C. 48"O.C. 72" O.C. BAY SIZE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 101-0" 1610 1886 1886 2829 2.104 (0.131.41 NAILS FOR 24 and 20 LATERAL BRACES, AND 3-10d (0.131')3-) FOR 24 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) S. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE -' 3143 3143 4715 ,. 12'-0"1342 1572 1572 2358 4715 7074 14' 115 0 1 3 47 1 47 3 2 021 D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE - �r - 16'-0" 1006 1179 1179 1768 2358 2358 3536 - = ` f''• 5 ` '' '; 1886 1886 2829 18'-0' 894 1048 1 048 1572 3143 4715 20'-0' 805 943 943 1414 "Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24" O.C. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- Toi M—C woenur. IMQTAI I ennu ri enc —n oonni irT commir—nu 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. MEMBERS CONTINUOUS LATERAL RESTRAINT 2.10d NAILS (SEE NOTE 4) BUTTE COUNTY BUILDING DIVISION APPROVED c9 LU Of GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131925") FOR 1x4 BRACES, 2.10d (0.131-x 3-) FOR 2x3 and 294 BRACES, AND 3-10d (0.131')3-) FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131')(2.5-) NAILS FOR 1 x4 LATERAL BRACES, 2.104 (0.131.41 NAILS FOR 24 and 20 LATERAL BRACES, AND 3-10d (0.131')3-) FOR 24 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) S. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDmONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) DSB•89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE www.sbdndustry.00m and www.4*uLorg D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE S. TABULATED VALUES ARE BASED ON A DOL . 1.15 FOR STABILIZERS: FOR A SPACING OF 24" O.C. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- Toi M—C woenur. IMQTAI I ennu ri enc —n oonni irT commir—nu 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. MEMBERS CONTINUOUS LATERAL RESTRAINT 2.10d NAILS (SEE NOTE 4) BUTTE COUNTY BUILDING DIVISION APPROVED c9 LU Of