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HomeMy WebLinkAboutTRUSS 10-19-16® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 ese truss designs rely on lumber values established by others. BY iTek 'Leda want RE: 132566 - Pucket Residence MiTek USA, Inc. 6904 Parke East Blvd. r Site nformation: Tam a,L3610-4115 Cust mer Info: Mel Ry Const. Project Name: Pucket Residence Model: Custom / Upp�r o0 Lot/E lock: 667 Subdivision: Addr' ss: Lot 667 City: iJensen Beach State: Florida Nam Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: rr City: 11 State: Gen ';ral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Load ing Conditions): Desin Code: FBC2014fTP12007 Design Program: MiTek 20/20 8.0 Win'Code: ASCE 7-10 [All HeighlI Wind Speed: 170 mph Roo i� oad: 40.0 psf Floor Load: N/A psf i This ackage includes 40 individual, dated Truss Design Drawings and 0 Additional Drawings. With 'my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet confOrms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. 1SeaI# Truss Name I Date No. Seal# Truss Name Date 1 T9699686 B01G 10/19/16 18 T9699703 -CJ2B 10/19/16 2 1IT9699687 IB02 10/19/16 119 IT9699704 -CJ3B 10/19/16 3 T9699688 IB03 10/19/16 120 IT9699705 -CJ4 10/19/16 4 T9699689 IB04 10/19/16 121 IT9699706 I -CJ4A 10/19/16 5 IT9699690 IB05 10/19/16 122 IT9699707 -CJ4B 10/19/16 6 IT9699691 IB06 10/19/16 123 IT9699708 -CJ6A 10/19/16 7 T9699692 IB07 10/19/16 124 IT9699709 -CJ6B 10/19/16 8 JT9699693 IB08 10/19/16 125 IT9699710 -EJ3 10/19/16 9 T9699694 IB09 10/19/16 126 IT9699711 -EJ4 10/19/16 10 T9699695 IB10 10/19/16 127 IT9699712 -EJ5 10/19/16 11 IT9699696 IB11G 10/19/16 128 IT9699713 -EJ6 10/19/16 12 IT9699697 -CA 10/19/16 129 IT9699714 -EJ6A 10/19/16 13 11 T9699698 -CJ1A 10/19/16 130 IT9699715 -ER 10/19/16 14 I T9699699 -CAB 10/19/16 131 IT9699716 -EJ8 10/19/16 15 I T9699700 -CAC 10/19/16 132 IT9699717 -EJ9 10/19/16 16 T9699701 -CJ2 10/19/16 133 IT9699718 -EJ10 10/19/16 17 IT9699702 I -CJ2A 10/19/16 134 IT9699719 -EJ11 10/19/16 The i" ss drawing(s) referenced above have been prepared by MiTek USA, c. under my direct supervision based on the parameters provid11 d by East Coast Truss. Truss�Design Engineer's Name: ORegan, Philip My li it nse renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: The seal on these truss component designs is a certification that the 'engineer named is licensed in the jurisdictions) identified and that the designs comply with ANSI/rPI 1. These designs are based upon parameters shown i e.g., loads, supports, dimensions, shapes and design codes), which were given to"MiTek. Any project specific information included is for MiTek's customers file refer& purpose only, and was not taken into account in the preparation of these d signs. MiTek has not independently verified the applicability of the design parame ers or the designs for any particular building. Before use, the building designer should erify applicability of design parameters and properly incorporate these designs into the �overall building design per ANSVTPI 1, Chapter 2. 6904 PatkeE8tBlud.Urn0aFL:33610 Date: October 19,2016 ORegan, Philip 1 of 2 J32566 - Pucket Residence e Information: stomer Info: Mel Ry Const. Project Name: Pucket Residence Model: Custom / Upper Roof /Block: 667 Subdivision: Dress: Lot 667 /: Jensen Beach State: Florida �o. Seal* Truss Name Date 3 T96399720 -EJ12 10/19/16 3 T9699721 -EJ13 10/19/16 3 T9699722 -EJ14 10/19/16 3 T9699723 -HJ6 10/19/16 I3. I T9699724 I -HJ8 110/19/16 140 I T9699725 I -HJ9 110/19/16 2 of 2 Job l Truss Truss Type Qty Ply Pucket Residence T9699686 J32566 1301G Hip Girder 1 1 Job Reference o tional ri. rierce, rL a4o40 4-3-12 i 8-3-2 4.3.12 3-11-7 0.65 12 12 4x8 = 3x4 = 3x4 = 28 3 29 30 431 32 33 2 — I D:UN_Lig BVAcXHj Ije B HvargyWsbU-Ke4QZ4 R7.GBT7tAcS IdJiKbTe06?ma PfuJYwgz7yRtE O 1 7-2 2341 27-3-6 29.9-4 1 32-11-2 4-5-3 3-4.2 3.4.2 2-5-14 3-1-13 0.18112 4x10 = 4x4 = 3x4 = 08 = 534 35 36 6 37 38 7 39 8 19 40 18 41 1742 16 15 14 43 1312 1x4 II 3x4 = 5x5 = 5x5 = 5x12 = 16-1-16 -7 a 17-6 4 , 20-7-2 13 1�-4-5 3-0-16 0-14f 44 11 45 10 3x4 = 1x4 II 3-4-2 3-4-2 2-5-14 3-1-12 Scale=1:57.5 3x4 = LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 10.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.12 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.14 10-11 >999 180 BCLL �!0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.04 9 n/a n/a BCDL 0.0 Code FBC2014rrP12007 Matrix -MS Weight: 155 lb FT = 0% LUMBER- BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc purlins. BOT CHOR 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. WEBS 2x4 SP No.3 REACTION i All bearings 0-3-8 except (jt=length) 1=0-3-1, 9=0-8-0, 15=2-11-10. (11 Max Harz 1=-96(LC-6) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-613(LC 8), 9=-770(LC 8), 15=-2241(LC 8), 16=-108(LC 4), 14=-140(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 16, 14 except 1=706(LC 17), 9=913(LC 18), 15=2346(LC 1) $FORCES. Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 1-2=-1285/1160, 2-3=-998/953, 4-5=-1441/1692, 5-6=-395/344, 6-7=-420/370, 7-8=-1366/1244, 8-9=-1750/1508 BOT CHOR 1-19=-980/1143, 18-19=-994/1163, 17-18=-839/990, 14-15=1680/1612, 13-14=1680/1612, 11-13=-1106/1364, 10-11 =-1 299/1589, 9-1 0=1 278/1561 WEBS 2-19=-1661261, 3-18=-107/296, 3-17=-1136/1034, 4-17=-455/614, 4-15=-1829/1683, 5-15=-1632/1592, 5-13=-2037/2272, 7-13=-118111067, 7-11=-204/355, 8-11=-308/286, 8-10=-334/452, 6-13=-374/448 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a equate drainage to prevent water ponding. 4) Plates ch'i.ked for a plus or minus 0 degree rotation about its center. 5) This trus ;has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This tru ; has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bet een the bottom chord and any other members. 7) Provide n -chanical connection (by others) of truss to bearing plate capable of withstanding 613 lb uplift at joint 1, 770 lb uplift at joint 9, 2,; 1 lb uplift at joint 15, 108 lb uplift at joint 16 and 140 lb uplift at joint 14. 8) Hanger(s or other connection device(s) shall be provided sufficient to support concentrated load(s) 81 lb down and 159 lb up at 4-3-12, 8 lb down and 161 lb up at 6-5-10, 96 lb down and 170 lb up at 8-5-13, 103 lb down and 179 lb up at 10-6-0, 111 lb down and 188 1: up at 12-6-4, 118 lb down and 197 lb up at 14-6-7, 97 lb down and 206 lb up at 16-6-10, 103 lb down and 93 lb up at 17-1-4, 9 , lb down and 206 lb up at 19-1-11, 96 lb down and 202 lb up at 21-1-11, 95 lb down and 199 lb up at 23-1-11, and 93 lb down an 197 lb up at 25-1-11, and 96 lb down and 201 lb up at 27-3-6 on top chord, and 160 lb down and 214lb up at 4-3-6. 33 lb down a d 20 lb up at 4-5-7, 36 lb down and 21 lb up at 6-5-10, 39 lb down and 22 lb up at 8-5-13, 42 lb down and 24 lb up at 10-6-0, 4 lb down and 25 lb up at 12-6-4, 51 lb down and 26 lb up at 14-6-7, 55 lb down and 28 lb up at 19-1-11, 57 lb down and 34 lb up 21-1-11, 56 lb down and 34 lb up at 23-1-11, and 54 lb down and 34 lb up at 25-1-11, and 361 lb down and 393 lb up at 27-1-12 o bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LO D CASE(S)section, loads applied to the face of the truss are noted as front (F) or back (B). LO� �VA4,90 n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design vat for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not E a truss s building d�; 'rystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ign. Bracing indicated Into buckling of individual truss web and/or chord members only. Additional temporary and bracing is alwaysquired prevent permanent for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication Safety In f storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. ��mation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 i i s ; Job Truss Truss Type City Ply sidence T9699686 FJObR J32566 B01G Hip Girder 1 nce o tional East Coast Truss, Ft. Pierce, FL 34946 MWSApr 202U16MIIekIndustries, Inc. WedUCtIVIU:4tf:b3ZU11t5 rageZ I D: U N_Lig BVAcXHjljeB HvargyWsbU-Ke4QZ4R7GBT7tAcS IdJiKbTo06?maPfuJYwgz7yRtEO LOAD CAS (S) Standard 1) Dead + Rt of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform d,?ads (plf) ert: 1-2=-60, 2-5=-60, 5-8=-60, 8-9=-60, 20-25=20 Concentrated Loads (lb) yprl: 2=40(B) 8=-79(B) 19=-182(B) 18=-28(B) 3=-55(B) 10=361(B) 12=-46(B) 16=-38(B) 28=-48(B) 30=-63(B) 31=-70(B) 33=-78(B) 34=-85(B) 35=-2(B) 36=-85(B) V=-85(B) 38=-83(B) 39=-81(B) 40=-25(B) 41=-32(6) 42=-35(B) 43=-41(B) 44=45(B) 45=-44(B) WAR NI I G - Veri/y design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ■ Design vat � for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �• a truss sys, m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building dei gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always r squired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, torage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infoirmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ilTruss Truss Type Qty Ply Pucket Residence T9699687 J32566 B02 Hip 1 1 Job Reference (optional) Last GOast l,russ, Yt. fierce, FL 34V4b 5x14 M18SHS = 12 2 15 14 13 3x4 I 3x6 II 6-9-13 1x4 II 24 3 25 12 11 5x16 = Sulu S Aprzu 2ulU mI I eK maustries, Inc. vvea Vci iu IU:4t5:b4 zuio rage I ID:UN_LigBVAcXHjljeBHvargyWsbU-pgepmQSl1 Vb_UKBfsKgxtpO?xWJdJrF 1 YCgDVZyRtEN 169--84.-i 62 2 1 &913t1it4 , 3x4 = 3x4 = 4 526 10 9 3x4 = 3x4 = Scale = 1:54.0 4x8 = 27 6 8 1x4 II 3x4 = LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.31 10-11 >940 240 MT20 2441190 TCDL 110.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.43 10-11 >673 180 M18SHS 244/190 BCLL 110.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.04 7 n/a n/a BCDL 110.0 Code FBC2014/TPI2007 Matrix -AS Weight: 140 lb FT = 0% LUMBER- i BRACING - TOP CHORb Zx4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHO 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-11, 5-11 REACTIONS. All bearings 0-3-8 except (jt=length)'1=0-3-1, 7=0-8-0, 14=3-11-5. (16) - Max Horz 1=108(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) 13 except 1=-439(LC 18), 7=690(LC 8), 14=-1180(LC 8), 15=-133(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 15, 13 except 7=932(LC 1), 14=1512(LC 1) a FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=789/1239, 2-3=-1206/1027, 3-5=-1206/1027, 5-6=-2199/1727, 6-7=1808/1312 BOT CHOR D 1-15=-1112/813, 14-15=-1112/813, 13-14=-1207/892, 11-13=-1207/892, 10-11 =-1 543/2199, 8-10=-1096/1623, 7-8=-1099/1617 WEBS 2-14=-1673/1333, 2-11 =-1 843/2531, 3-11=-415/451, 5-11 =-1 065/759, 6-10=-489/712 NOTES- 1) Unbalanc I d roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide dequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This trus�,lhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This tru s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except Gt=lb) 1=439,7-69014=1180,15=133. 9) This trus design requires that a minimum of 7/16" structural woad sheathing be applied directly to the top chord and Y" gypsum sheetroc be applied directly to the bottom chord. ®WARN NG - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design va id for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss sy Iam. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building deign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek` is always gquired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatior il storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Ini 6 mation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699688 J32566 B03 Hip 1 1 Job Reference (optional) Ca5i t oasi rss, ri. rreiuu, rL 04V40 5-10-9 12-4-7 5-10-9 65-13 I I i .89 12 4x6 2 21 a5 0 12 41 3x4 = I D:UN_LigBVAcXHjljeBHvargyWsbU-H1 BBzmTNoojr6UIrQ2LAPOZ72wZY2RnAnsPm2?yRtEM 15-10 4 25.4-2 31-2-11 6-5-13 6-5-13 S-10-9 Scale = 1:52.5 3x4 = 3x4 = 4x4 = 4X _ 3 4 5 22 6 Pei 7 N Iy 0 11 10 9 8 5x5 WB = 3x4 = 5x5 WB = 3x4 = 4x4 = 15-7-6 25-4-2 31-2-10 31-2-11 9-8-12 9-8-12 5-10-8 0-d-1 LOADING bsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.59 10 >631 240 MT20 244/190 TCDL io.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.91 10-12 >413 180 BCLL 10.0 * Rep Stress Incr YES WB 0.43 Horz(TL) 0.19 7 n/a n/a BCDL 10.0 Code FBC2014lfP12007 Matrix -AS Weight: 134 lb FT = 0% LUMBER- I BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHOR 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 9-11: 2x4 SP No.1 WEBS 1 Row at midpt 3-12. 5-8 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 i • REACTION (lb/size) 1=1251/0-8-3, 7=1247/0-8-0 Max Horz 1=-107(LC 6) Max Uplift 1=-914(LC 8), 7=-914(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR ) 1-2=-2578/1847, 2-3=-2359/1796, 3-5=-3830/2794, 5-6=-2381/1793, 6-7=-2599/1845 BOT CHOR 1-1 2=-1 591/2321, 10-12=-2651/3689, 8-10=2650/3694, 7-8=-1588/2342 WEBS 2-12=-345/662, 3-12=-1505/1115, 3-10=-39/349, 5-10=-38/341, 5-8=1480/1117, 6-8=-344/665 NOTES- 1) Unbalanc I d roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=31ft; eave=4ft; Cat. ll; Exp D; ��ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide dequate drainage to prevent water ponding. 4) Plates ch �Icked for a plus or minus 0 degree rotation about its center. 5) This trus ' has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This tru �s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betkeen the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=914, 7TTTT;,,����914. 8) This trus' design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '%" gypsum sheetroc,,4R4Rll''-11llbe applied directly to the bottom chord. A WAR Nf G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design val 6 for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not s a truss sy i,, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i.� building d ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always quired 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 ANSI fP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699689 J32566 B04 Hip 1 1 Job Reference o tional tast t;oast i,rss, t-t. Tierce, t-L agagb 5-10-9 5-10-9 I 4x6 = 'f4.89 12 2 12 3x4 = 5-10-9 6-2-7 3x4 = 21 22 3 15-2-4 o.vi.srpf cu cuio""r nwuauma, inc. v u— 1. .. iv ray. , I D:UN_LigBVAcXHjlje BHvargy WsbU-IDIZB6T?Z6ri keK 1 _IsPyE5JTKwnnvrKOW9KaRyRtEL 18-3-7 24-5-14 304-8 6-2-7 6-2-7 5-10-9 Scale = 1:51.1 3x4 = 4x4 = 4 5 23 24 11 10 9 5x5 WB = 3x4 = 5x5 WB = 4x6 = 6 M N 7 8 3x4 = 4x4 = Io LOADING so SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.53 10 >684 240 MT20 2441190 TCDL 1 0.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.81 10-12 >452 180 BCLL ;i0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.17 7 n/a n/a BCDL 0.0 Code FBC2014ITP12007 Matrix -AS Weight: 131 lb FT = 0% LUMBER- j BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHOR 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied. 9-11: 2x4 SP No.1 WEBS 1 Row at micipt 3-12, 5-8 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 • REACTION (lb/size) 1=1217/0-8-3, 7=1213/0-8-0 Max Horz 1=106(LC 7) Max Uplift 1=-889(LC 8), 7-889(LC 8) i FORCES. I Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 1. 1-2=-2490/1786, 2-3=-2276/1737, 3-5=-3618/2647, 5-6=-2296/1735, 6-7=-2509/1783 BOT CHOR 1-1 2=-1 533/2239, 10-12=-2501/3489, 8-10=2500/3494, 7-8=-1531/2260 WEBS 2-12=-329/636, 3-12=-1388/1022, 3-10=-28/324, 5-10=-26/317, 5-8=-1364/1024, I 6-8=-3291638 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates ch icked for a plus or minus 0 degree rotation about its center. 5) This trus 'has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This ti- is has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bet; een the bottom chord and any other members. 7) Provide niechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=889, 7 189. 8) This trus idesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetroc be applied directly to the bottom chord. WARNf u G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE, r Design val d for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syz {gem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building d ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always quired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the piTek' fabrication; storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf 6irmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699690 J32566 B05 Hip 1 1 Job Reference o tional Last Goast I russ, t-L Fierce, t-L J494t1 5-10-9 5-10-9 4x6 = 4.89 12 2 � I 05 _ 1 i 0 11 4x4 = 3x4 = 5-11-1 3x4 = 20 21 3 o.0 IV s Apr LU LU-to Nit I ex inuu5Ute5, Inc. VYeU Vcl IU t U:40:U0 ZVI0 rd9e r I D:UN_LigB VAcXHjlje B H vargyWsbU4 DIZB6T?Z6dkeK1_IsPyE5JDKxknlGKO W9Ka RyR1EL 23-7-11 29-6-5 5-11-1 5-10-9 Scale = 1:49.6 5x6 = 4 22 23 10 9 6 4x4 = 3x4 = 4x4 = 4x6 = 5 6 w 7 3x4 = 4x4 = I� 0 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.48 9 >744 240 MT20 244/190 TCDL 0.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.71 9-11 >497 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.16 6 n/a n/a BCDL 0.0 Code FBC2014/TPI2007 Matrix -AS Weight: 125 lb FT = 0% LUMBER- 11 BRACING- TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHOR 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 8-10: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1183/0-8-3, 6=1179/0-8-0 Max Horz 1=105(LC 7) Max Uplift 1=-864(LC 8), 6=865(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR 1-2=-2399/1724, 2-3=-2191/1679, 3-4=-3408/2499, 4-5=2208/1675, 5-6=2416/1719 BOT CHOR 1-11=-1476/2155, 9-11=-2357/3297, 7-9=2342/3281, 6-7=-1471/2172 WEBS 2-11=-316/612, 3-11 =-1 280/937, 3-9=-9/297, 4-9=-28/306, 4-7=1240/929, 5-7=-320/619 NOTES- I 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: AS C E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp D; IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide iiequate drainage to prevent water ponding. 4) Plates ccked for a plus or minus 0 degree rotation about its center. 5) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This, This tru s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be ' een the bottom chord and any other members. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=864,671865. 8) This truss' design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/" gypsum sheetroc be applied directly to the bottom chord. ® WARNI V G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Fit Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not -C.���YGR a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building dc sign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k" is always `quired 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 ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf ;Irmatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699691 J32566 B06 Hip 1 1 Job Reference (optional) Last GOast�,,�uss, t-L pierce, rL 34V40 5-10-9 ! 5-10-9 5-7-10 i �I 4x6 4.89 12 3x4 = 2 21 3 I rn � I N 1 I � I 4x4 12 3x4 = o.0 rv—pr—av I I-- you—'—,„w. rrcu..... ,a ,v.--, —.— ...y.. , I D:UN_LigBVAcXHjljeBHvargyWsbU-DPJxOSUdKOzZLovDXTNeVReVYkGTWE?TEAut6uyRtEK 17-1-14 22-9-8 28-8-1 5-7-10 5-7-10 5-10-9 Scale: 1/4"=1' 3x4 = 3x4 = 4 5 22 11 10 9 4x4 = 3x4 = 4x4 = 4x6 = 6 8 3x4 = 4x4 = OA,7 5-10-9 14-4-1 22-9-8 28-8-0 28 0-4- ! M-2 85-7 8-5-7 5-10-8 0- 1 LOADING Qsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.43 10 >794 240 MT20 244/190 TCDL 110.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.64 10-12 >535 180 BCLL i10.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.15 7 n/a n/a BCDL i 0.0 Code FBC2014ITP12007 Matrix -AS Weight: 121 lb FT = 0% LUMBER- BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHOR, 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTION (Ib/size) 1=1149/0-8-3, 7=1145/0-8-0 Max Horz 1=-104(LC 6) Max Uplift 1=-839(LC 8), 7=-840(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2313/1662, 2-3=-2109/1621, 3-4=-3210/2366, 4-6=-2127/1619, 6-7=-2329/1660 BOT CHORD 1-12=-1419/2075, 10-12=-2212/3104, 8-10=-2212/3109, 7-8=-1417/2093 WEBS 2-12=-298/585, 3-12=-1168/849, 3-10=-13/275, 4-10=-12/269, 4-8=-1145/851, 6-8=-298/586 NOTES- 1) Unbalan y d roof live loads have been considered for this design. 2) Wind: AS E 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=29ft; eave=4ft; Cat. ll; Exp D; Incl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide dequate drainage to prevent water ponding. 4) Plates ch °cked for a plus or minus 0 degree rotation about its center. 5) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This tru has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be Gen the bottom chord and any other members. 7) Provide nilachanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=839, 7 840. 8) This trus ;Idesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %i' gypsum sheetroc Ibe applied directly to the bottom chord. AWARNI G -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design va tl for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual buildin9.componenl, not a truss sy tem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building & sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication 1storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InfoIrmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699692 J32566 B07 Hip 1 1 Job Reference o tional East uoaSt USs, -I. Fierce, M 34`V4b i 5-10-9 5-10-9 I i • 4x6 = 4.89 12 2 12 3x4 = ID:UN_LjgBVAcXHjljeBHvargyWsbU-hctJcoVF5j5QzxUO5Aut1 fBhw7d?FkMdTgeRfKyRtEJ 1-2-13 16-7-1 21-11-5 27-9-14 5.4-4 5AA 5-4.4 5-10-9 Scale = 1:46.7 3x4 = 21 22 3 3x4 = 3x4 = 4 5 23 24 11 10 9 4x4 = 3x4 = 4x4 = 4x6 = 6 8 3x4 = 4x4 = OA,7 1 5-10-9 13-10-15 21-11-5 27-9-13 27- . 0-0- 5-6-2 8-M 8-M 5-10-8 0- LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.39 10 >867 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.57 10-12 >591 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.14 7 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -AS Weight: 117 lb FT = 0% LUMBER- i, BRACING- TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORb 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP N0.3 I REACTION (lb/size) 1=1115/0-8-3, 7=111110-8-0 Max Horz 1-102(LC 6) Max Uplift 1=-814(LC 8), 7=-815(LC 8) I FORCES. 1 Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 1-2=-2225/1601, 2-3=-2027/1563, 3-4=-3016/2231, 4-6=2044/1561, 6-7=-2241/1599 _ BOT CHOR 1-12=-1362/1995, 10-12=-2074/2921, 8-10=-2074/2925, 7-8=-1360/2012 WEBS 2-12=-282/559, 3-12=-1066/768, 3-10=-9/253, 4-8=-1044/770, 6-8=-282/560 NOTES- 1) Unbalan ' d roof live loads have been considered for this design. 2) Wind: A CE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=28ft; eave=4ft; Cat. Il; Exp D;�,Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide E dequate drainage to prevent water ponding. 4) Plates ch cked for a plus or minus 0 degree rotation about its center. 5) This trusI has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 6) ' This tru s has been designed for a jive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit beI�een the bottom chord and any other members. 7) Provider lechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=8141711111815/ 8) This trus' design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y. gypsum sheetroc be applied directly to the bottom chord. WARN G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. �' Design va i6 for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building d sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iwiTek' is always iequired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabricatio storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 QualityCriteria, DSB-89 and BCSI Building Component Safety Inf rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 9 P 6904 Parke East Blvd. �i Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence j T9699693 J32566 1308 Hip 1 1 Job Reference (optional) east L oast fuss, ri. rierce, rL 39`J4D 5-10-9 5-10-9 4x8 = 4.89 12 2 7-7-4 20 21 O.0 IV S HPI LV LU 10 IVII I CR IIIUUJl11CJ, 11IV. vv V Vl I D 1 V.Y — IV 1. —jC 1 ID:UN_LigBVAcXHiijeBHvargyWsbU-9oRip7WuslDHb53cfuP6asjnJX?C_7zmiUN BmyRtEI 21-1-1 26-11-11 7-7-4 5-10-9 Scale=1:45.2 1x4 II 5x5 WB = 4x8 = 3 4 22 23 5 Til 6 N I¢ 0 10 9 B 7 3x4 = 3x8 3x4 = 1x4 II 4x4 = LOADING I sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TIC 0.78 Vert(LL) 0.38 9 >843 240 MT20 244/190 TCDL 0.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.53 9-11 >607 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.10 6 n/a n/a BCDL 0.0 Code FBC2014frP12007 Matrix -AS Weight: 115 lb FT = 0% LUMBER- I BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHOR�� 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP N0.3 OTHERS 2x4 SP No.3 . REACTION 3. (lb/size) 1=1082/0-8-3, 6=1076/0-8-0 Max Horz 1=-101(LC 6) Max Uplift 1=-790(LC 8), 6=-789(LC 8) FORCES. lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR 1-2=-2163/1564, 2-3=-2992/2277, 3-5=-2992/2277, 5-6=-2184/1569 BOT CHOR 1-11 =-1 332/1942, 9-11 =-1 330/1949, 7-9=-133511972, 6-7=-1337/1964 WEBS i 2-9=-804/1195, 3-9=-514/540, 5-9=-796/1161, 5-7=0/256 NOTES- 1) Unbalan d roof live loads have been considered for this design. 2) Wind: AS�CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=27ft; eave=oft; Cat. ll; Exp D; � Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide iiequate drainage to prevent water ponding. 4) Plates ch ' cked for a plus or minus 0 degree rotation about its center. 5) This trus Chas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This tru s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bet' een the bottom chord and any other members. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=790, 6 ,89. 8) This trus,Idesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/" gypsum sheetroc Ibe applied directly to the bottom chord. AWARNI G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711.7473 rev. 1010312015 BEFORE USE. Designval �tl for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not• at sy m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building d ign. Bracing the is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i�tiTek' is always r , quired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication 1 storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Inf 'rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699694 J32566 B09 Hip 1 1 Job Reference o tional tast toast 1,Fss, m. vierce, FL 34d4b 5-10-9 111 5-10-9 7-2-2 o.0 iusnpr cu cu io rvuien nruuauica, HJ . vvcu— is 11.41.11 avly rays ID:UN_LigBVAcXHjIjeBHvargyWsbU-9oRip7Wus1 DHb53cfuP6asjpgX09_ApmiUN_BmyRtEl 20-2-14 26-1-8 i 7-2-2 5-10-9 Scale = 1:43.8 4x8 = 1x4 II 4x4 = 4x8 = 4.89 12 2 20 21 3 4 22 23 5 11 10 9 8 7 1x4 II 3x4 = 3x8 3x4 = 1x4 II 4x4 = I LOADING )SO SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.34 9 >933 240 MT20 244/190 TCDL 0.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.46 9-11 >677 180 BCLL 10.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.09 6 n/a n/a BCDL 0.0 Code FBC2014/TPI2007 Matrix -AS Weight: 110 lb FT = 0% LUMBER- i j BRACING - TOP CHOR P 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHOR 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTION, . (lb/size) 1=1048/0-8-3, 6=1042/0-8-0 Max Horz 1=100(LC 7) Max Uplift 1=-765(LC 8), 6=-764(LC 8) FORCES. Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR1-2=-2073/1500, 2-3=-2792/2130, 3-5=-2792/2130, 5-6=-2093/1504 r BOT CHOR 1-11=1272/1859, 9-11=-1270/1865, 7-9=1274/1886, 6-7=-1276/1879 WEBS 2-9=-721/1078, 3-9=-484/507, 5-9=-709/1045 l NOTES- 1) Unbalan d roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp D;!�ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a1equate drainage to prevent water ponding. 4) Plates ch cked for a plus or minus 0 degree rotation about its center. 5) This trus , has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be een the bottom chord and any other members. 7) Provide Mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=765, 6 64 8) This trus design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetroc be applied directly to the bottom chord. WARN G -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design va tl for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss sy iem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r building d ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT�r �' is always quired 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf¢rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job j Truss Truss Type Qty Ply Pucket Residence T9699695 J32566 B10 Hip 1 1 Job Reference 6o tional tast toast s I-t. Ntefce, t-L 34V4b 5-10-9 5-10-9 4.89 12 5-10-9 4x8 = 2 20 d.VIU 6 Apr LU LU10 Ivii I ert Inuusrries, Inc. VVBU UL1 rd IUAU[UU CU 10 rdge r ID:UN_LigBVAcXHjljeBHvargyWsbU-d_?41 TX WdLL8CFeoCbxL64G?dxN6jfTvw87XjDyRtEH 19-4-11 25-3-4 6-9-1 5-10-9 Scale = 1:42.3 1x4 II 4x4 = 4x8 = 3 4 22 235 M 6ESE N ,e I} 10 9 8 7 e 3x4 = 3x4 = 1 x4 11 3x4 = 3x8 = LOADING SD SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.29 9 >999 240 MT20 244/190 TCDL 0.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.40 9-11 >756 180 BCLL 10.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 6 n/a n/a BCDL 0.0 Code FBC2014lrP12007 Matrix -AS Weight: 106 lb FT = 0% LUMBER- I BRACING - TOP CHOR ' 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHOR � 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTION (lb/size) 1=1013/0-8-3, 6=1008/0-8-0 Max Horz 1=-98(LC 6) j Max Uplift 1=-740(LC 8), 6=-740(LC 8) FORCES. b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1985/1437, 2-3=-2598/1988, 3-5=-2598/1988, 5-6=-2002/1439 BOT CHOR' 1-11=-1213/1776, 9-11=1211/1783, 7-9=-1214/1801, 6-7=-1216/1795 WEBS 2-9=-642/965, 3-9=454/473, 5-9=-631/935 NOTES- 1) Unbalanc d roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=25ft; eave=4ft; Cat. 11; Exp D; F ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a, equate drainage to prevent water ponding. 4) Plates ch'Cked for a plus or minus 0 degree rotation about its center. 5) This trussI�1as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This tru i)S has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be een the bottom chord and any other members. 7) Provide ' chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=740, 6= 1 40. 8) This truss esign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and" gypsum sheetrockllp''% e applied directly to the bottom chord. &WARNI G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7477 rev. 1010312015 BEFORE USE. Design vali I for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sys em. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pt building de �ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing NliTek' is always r squired 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 ANSIITPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intl ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Pucket Residence � T9699696 J32566 B11 G Hip Girder 1 1 Job Reference (optional) Last toast cuss, 33-4 33-4 I i LOADING TOLL TCDL BOLL BCDL LUMBER - TOP CHOI BOT CHOI WEBS FORCES. TOP CHO BOT CHO WEBS Ft. Pierce, V L 34948 2-7-5 ts.uiu s Apr LU 2uib MI leK mausineS, Inc. vvea Vct l9 lU:49:ui ZUln rages I D:UN_LigBVAcXHjljeBHvargyWsbU-5BZSEpX8OeU?qPD?mlSafHp59LgUS2A39ns5FfyRtEG 0-1-13 14-34 18.6-8 21-1-13 24-5-1 4-3-3 4-1-7 4-3-3 2-7-5 334 Scale = 1:40.9 5x8 M18SHS = 3x4 = 5x8 M18SHS = 1x4 II 3x8 M18SHS = 2 22 23 3 24 25 26 4 5 27 28 6 M ob N 7 I� 13 29 30 12 31 11 32 33 10 9 34 8 e a 1x4 II 3x10 = 4x8 M18SHS = 4x4 = 48 M18SHS = 1x4 11 4x10 = SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TO 0.95 Lumber DOL 1.25 BC 0.73 ' Rep Stress Incr NO WB 0.89 Code FBC2014/TP12007 Matrix -MS DEFL. in (loc) I/deft Lid Vert(LL) 0.71 10-12 >415 240 Vert(TL)-0.6710-12 >437 180 Horz(TL) -0.16 7 n/a n/a BRACING- 2x4 SP 285OF 1.8E *Except* TOP CHORD 2-5,5-6: 2x4 SP No.1 BOT CHORD 2x4 SP 285OF 1.8E 2x4 SP No.3 (lb/size) 1=2082/0-8-3, 7=2066/0-8-0 Max Horz 1=97(LC 31) Max Uplift 1=-2101(LC 8), 7=-2086(LC 8) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-4569/4740,2-3=-5820/6262,3-4=-5820/6262,4-6=-5869/6323,6-7=-4690/4878 1-13=-4243/4146, 12-13=-4276/4180, 10-12=-6139/5869, 8-10=-4416/4305, 7-8=-4379/4268 2-13=-545/567, 2-12=-2076/1972, 3-12=-300/303, 4-10=-311/239, 6-10=-1985/1874, 6-8=-608/625 PLATES GRIP MT20 2441190 M18SHS 244/190 Weight: 107 lb FT = 0% Structural wood sheathing directly applied or 2-1-6 oc purlins. Rigid ceiling directly applied or 3-0-8 oc bracing. NOTES- I 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: AS C E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; )=ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates ch' cked for a plus or minus 0 degree rotation about its center. 6) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This tru has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be een the bottom chord and any other members. 8) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=2101, �2086. 9) Hanger(s or other connection device(s) shall be provided sufficient to support concentrated load(s) 186 lb down and 73 lb up at 8-7-3, 17 lb down and 73 lb up at 10-7-3, 172 lb down and 73 lb up at 12-7-3, and 172 lb down and 73 lb up at 13-9-15, and 186 lb down E id 73 lb up at 15-9-15 on top chord, and 537 lb down and 651 lb up at 6-6-7, 219 lb down and 312 lb up at 8-7-3, 219 lb down andI312 lb up at 10-7-3, 219 lb down and 312 lb up at 12-7-3, 219 lb down and 312 lb up at 13-9-15, and 219 lb down and 312 lb upt 15-9-15, and 537 lb down and 651 lb up at 17-10-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LC iAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAS (S) Standard 1) Dead + R; of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 'AWARNI G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design val for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss sys I in Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building d sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always r quired for stability and to prevent collapse with possible personal injury and property damage.- For general guidance regarding the fabrication j torage, delivery, erection and bracing of trusses and truss systems, see ANSfITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf irmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699696 J32566 B11G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.1.11U s Apr ZU ZU1ti Mt I eK Industries, Inc. vvea uci iv 1U:4`d:U7 20I6 rage Z I D:UN_Lig B VAcXHjljeBHva rqy WsbU-5BZS EpX8OeU?qPD?mlSafH p59 Lg U S2A39ns5FfyRtE G LOAD CAS(S) Standard Un'Iform bads (plf) ert: 1-2=-60, 2-6=-60, 6-7=-60, 14-19=-20 Concentr ted Loads (Ib) ,,ert: 9=-219(F) 22=-5(F) 24=-5(F) 25=-5(F) 26=-5(F) 28=5(F) 29=-537(F) 30=-219(F) 31=-219(F) 32=-219(F) 33=-219(F) 34=537(F) WARNI G - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design val, for use only with Mfrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not • a truss sy 1� M. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r /� building d ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing f iTL'�'ka is always , quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the YI fabrication � ;forage, delivery, erection and bracing of trusses and truss systems, see ANSITfPl1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 36610 Job I Truss Truss Type Qty Ply Pucket Residence T9699697 J32566 -CJ1 Jack -Open 2 1 Job Reference o tional cast coast truss, m. rierce, rL a4ag0 1-5-3 o.0 IV b Apr Zu ZVIo Ivil r eK rnuubuleb, RIG. VV@U UOr IV IUAy.V4 LV I raye r I D: UN_Lig BVAcXHj IjeBHvargyWsbU-a N6 gR9Ym9ycsSZoB KOzpCVLUYI BIBiH CORceo5yRtEF Scale = 1:7.5 2x3 = 0-4-8 0-4-8 1-5-3 1-0-11 LOADING so SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 8 >999 240 MT20 244/190 TCDL 0.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 0.0 Code FBC2014/TP12007 Matrix -MS Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHOR 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-5-3 oc purlins. BOT CHOR IID 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTION . (lb/size) 2=24/Mechanical, 3=12/Mechanical, 1=77/0-6-0 Max Horz 1=45(LC 8) Max Uplift 2=33(LC 8), 3=-B(LC 8), 1=42(1_C 8) Max Grav 2=26(LC 13), 3=17(LC 3), 1=77(LC 1) FORCES. i(lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A II; Exp C 2) As requi the resp 3) Plates c 4) This trus 5) "This tri will fit bE 6) Refer to 7) Provide 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. icl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 �d, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is ibility of the fabricator to increase plate sizes to account for these factors. ked for a plus or minus 0 degree rotation about its center. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ;en the bottom chord and any other members. ter(s) for truss to truss connections. :hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3, 1. ® WARN1 G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss sy {'am. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall AiTek' building It3ign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i1� fabrication i storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety InfIrmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699698 J32566 -CJ1A Jack -Open 1 1 Job Reference o tional test toast I russ, t-t. rterce, t-L 54U410 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOI FORCES. _ NOTES- 1) Wind: A II; Exp C 2) As regw the resp 3) Plates c 4) This true 5) `This to will fit be 6) Refer to 7) Provide 0 2 1-0-4 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.01 Lumber DOL 1.25 BC 0.01 ` Rep Stress Incr YES WB 0.00 Code FBC2014/TPI2007 Matrix -MS o.u-tu s Aprzu zu-to rvineK muusmes, inc. vvea ucr ro iu:va:uz cu to rdye i I D:UN_LigBVAcXHjljeBHvargyWsbU-aN6gR9Ym9ycsSZoBKOzpCVLUelBOBiHCORceo5yRtEF 3 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.00 8 >999 240 MT20 244/190 Vert(TL) -0.00 8 >999 180 Horz(TL) -0.00 2 n/a n/a BRACING- 2x4 SP No.3 TOP CHORD 2x4 SP No.3 BOT CHORD (lb/size) 1=67/0-7-9, 2=16/Mechanical Max Horz 1=33(LC 8) Max Uplift 1=-36(LC 8), 2=24(LC 8) Max Grav 1=67(LC 1), 2=18(LC 13) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.6 Weight: 3 lb FT = 0% Structural wood sheathing directly applied or 1-0-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=oft; Cat. icl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 d, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is ibility of the fabricator to increase plate sizes to account for these factors. ked for a plus or minus 0 degree rotation about its center. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide en the bottom chord and any other members. ler(s) for truss to truss connections. :hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. ® WARN NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design va fed for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss sy ,jem■. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall WOW building d pign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing " iTe k• Is always yquired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatio !I storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf; rmatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699699 J32566 -CJ1B Jack -Open 1 1 Job Reference (optional) Last Goast I Ft. Nlerce, FL 34V46 ox lu 5 MP[ 4u to to rvu i en ruuubu,ab, uM. vv.0 wr r a r `-- c I u rag. r I D:UN_Lig B VAcXHjlje B HvargyWsbU-2ZgCfVZOvGki 3jNNujU2ki ufABXvw9XMd5LBKXyRIEE 1-3-15 1-3-15 2x3 = 1-3-15 1315 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 2r0.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 6 >999 240 TCDL 0.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 6 >999 180 00 BCLL 1&0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL Code FBC2014/TPI2007 Matrix -MS LUMBER - TOP CHOR 2x4 SP No.3 BOT CHOR 2x4 SP No.3 FORCES. _ NOTES- 1) Wind: AS II; Exp D; 2) As reque: the respo 3) Plates ch 4) This trust 5) ' This tru: will fit bet 6) Refer to c 7) Provide n (lb/size) 1=53/0-8-0, 2=3 1 /Mechanical, 3=22/Mechanical Max Horz 1=41(LC 8) Max Uplift 1=29(LC 8), 2=-34(LC 8), 3=-14(LC 8) Max Grav 1=53(LC 1). 2=31(LC 13), 3=23(LC 3) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.2 PLATES GRIP MT20 244/190 Weight: 4 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-3-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. :E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. :no[., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is sibility of the fabricator to increase plate sizes to account for these factors. cked for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,een the bottom chord and any other members. rder(s) for truss to truss connections. :chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. WARM fG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design va I for use only with Mfrek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss sy am. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall � pl t building d sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " i l Is always quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rekJ fabrication storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, D5B.89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf � rmatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Type Qty Ply Pucket Residence T9699700 J32566 j -CJ1C �Trutss Jack -Open 1 1 Job Reference o tional cast t.;oasi LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOI FORCES. _ NOTES- 1) Wind: AS II; Exp D; 2) As reque the respo 3) Plates ch 4) This truss 5) ' This true will fit bet 6) Refer to ( 7) Provide in vi. rierce, t-L sgy4o 2x3 = 1-0-8 1-0-8 o.0 i u s r 1'. a cu i u""' cn uwuauica, mom. r rayc I D: UN_Lig B VAcXHjljeB Hva rgyWsbU-2Zg CfVZOvGki3jN N uj U2kiufM8X7w9XMd5LBKXyRtEE Scale = 1:6.6 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.01 Vert(LL) -0.00 6 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 6 >999 180 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Code FBC2014/TP12007 Matrix -MS Weight: 3 lb FT = 0% BRACING- 2x4 SP No.3 TOP CHORD 2x4 SP No.3 BOT CHORD (lb/size) 1=41/0-8-0, 2=23/Mechanical, 3=19/Mechanical Max Horz 1=33(LC 8) Max Uplift 1=-22(LC 8), 2=-24(LC 8), 3=-14(LC 8) Max Grav 1=41(LC 1), 2=23(LC 13), 3=19(LC 13) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-0-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 'E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. Incl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 Eed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is �sibility of the fabricator to increase plate sizes to account for these factors. cked for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �ieen the bottom chord and any other members. rder(s) for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. WARNI G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. �• Design vat i1 for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sys ggm. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building d������,,����ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing NiiTek" is always �'� red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication forage, delivery, erection and bracing of tmsses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699701 J32566 -CJ2 Jack -Open 1 1 � Job Reference o tional tast coast LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOI FORCES. NOTES- 1) Wind: AS II; Exp D; 2) As reque the respc 3) Plates ch 4) This truss 5) ` This tru will fit bet 6) Refer to r 7) Provide r 1-1. rierce, rL agawo 2X3 = 1-10-5 o.0 w —In cv cv iv nu l en iuuuauiva, a rayc ID:UN_LigBVAcXHjljeBHvargyWsbU-WmEbsraOgZsZhsxaRR?HHwRglYt1 ecnVd5lsyRtED Scale = 1:8.3 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 8 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 8 >999 180 ` Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 TIM TIM Code FBC2014/TPI2007 Matrix -MS Weight: 6 lb FT = 0% 2x4 SP No.3 2x4 SP No.3 (lb/size) 2=36/Mechanical, 3=19/Mechanical, 1=92/0-3-1 Max Horz 1=58(LC 8) Max Uplift 2=47(LC 8), 3=-9(LC 8), 1=-52(LC 8) Max Grav 2=38(LC 13), 3=26(LC 3), 1=92(LC 1) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ;E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=oft; Cat. Encl. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 yred, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is lsibility of the fabricator to increase plate sizes to account for these factors. cked for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide veep the bottom chord and any other members. rder(s) for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3, 1. A INARNlr'4'G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design vat0 for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not • ■ a truss syy em. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building der ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always f,Gquired fabrication for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the l.Istorage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf6rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 0 d �1 Job Truss Truss Type Qty Ply Pucket Residence T9699702 J32566 -CJ2A Jack -Open 1 1 Job Reference o ticnal Last "uast IrLss, rt. rn:r�, rL 04V40 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOI FORCES. NOTES- 1) Wind: A' II; Exp C 2) As regw the resp 3) Plates c 4) This trus 5) `This to will fit be 6) Refer to 7) Provide Iv 2x3 = 2-5-4 I D:UN_Lig BVAcXHjij eB HvargyWsbU-WmEbsraOgZsZhsxaRR?HHwRp2Ys8ecnVd5i syRIED 2-5-4 Scale = 1:9.6 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 7 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.00 3-7 >999 180 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a Code FBC2014rrP12007 Matrix -MS Weight: 8 lb FT = 0% 2x4 SP No.3 2x4 SP No.3 (lb/size) 1=122/0-3-8, 2=50/Mechanical, 3=18/Mechanical Max Horz 1=76(LC 8) Max Uplift 1=67(LC 8), 2=68(1-C 8), 3=4(LC 8) Max Grav 1=122(LC 1), 2=53(LC 13), 3=33(LC 3) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=oft; Cat. 1cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 d, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is ibility of the fabricator to increase plate sizes to account for these factors. ked for a plus or minus 0 degree rotation about its center. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide en the bottom chord and any other members. ler(s) for truss to truss connections. :hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. ®WARNI G - Veri/y desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Design vat d for use only with MTek® 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 incorporate this design Into the overall pp y� building d sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTe k° is always r 'quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 'y' fabrication s,storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf 'Emotion available from Truss Plate Institute, 218 N. Lee Street, Sufte 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699703 J32566 i -CJ2B Jack -Open 1 1 Job Reference (optional) Last coast LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO BOT CHO FORCES. NOTES- 1) Wind: A, II; Exp E 2) As requi the resp 3) Plates c'. 4) This truf 5) ' This tri will fit be 6) Refer to 7) Provide Ft. fierce, FL M94b 0.uiu s Apr zu ZUIb Ivll i eK maustnes, Inc. vveo uct la-iu:9a:u0 Gulo rage i ID:UN_LigBVAcXHjljeBHvargyWsbU-yoz4BaeRt_QJOWm?8W Wp7z?AyCyN31f4PgIOQyRtEC 2-2-10 2-2-10 0 2x3 = Scale = 1:9.1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 8 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 8 >999 180 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a Code FBC2014,71312007 Matrix -MS Weight: 7 lb FT = O% BRACING- 2x4 SP No.3 TOP CHORD 2x4 SP No.3 BOT CHORD (lb/size) 1=104/0-8-0, 2=45/Mechanical, 3=23/Mechanical Max Horz 1=69(LC 8) Max Uplift 1=-58(LC 8), 2=-58(LC 8), 3=-10(LC 8) Max Grav 1=104(LC 1), 2=47(LC 13), 3=32(LC 3) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 2-2-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 �ad, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is �sibility of the fabricator to increase plate sizes to account for these factors. cked for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �een the bottom chord and any other members. rder(s) for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. �WARNI G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 10/03/2015 BEFORE USE. Design vat for use only with MTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss sy i -m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building d &ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing � is always quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTe k' fabrication! storage, delivery, erection and bracing oftmsses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf i mation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Type Qty Ply Pucket Residence T9699704 J32566 Puss J3B Jack -Open 1 1 � Job Reference (optional) Last coast I Ft. Fierce, t-L 34V415 2x3 = tS.u'iv s Apr zu zutoIVII t ex tnuustnea, inc. vveu uct to ru:9y:uu zu ro rdge I ID:UN_LigBVAcXHjljeBHvargyWsbU yoz4BaeRt_QJOWm78W Wp7zyMy9SN31f4PgIOQyRtEC 3-5-8 3-5-8 3-5-8 3-5-8 Scale = 1:11.5 LOADING 11 ipsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.02 3-6 >999 240 MT20 2441190 TCDL 0.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.02 3-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL i0.0 Code FBC2014rTP12007 Matrix -MS Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHOR D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins. BOT CHOR III 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTION (Ib/size) 1=13610-8-0, 2=88/Mechanical, 3=48/Mechanical Max Horz 1=106(LC 8) Max Uplift 1=-77(LC 8), 2=-104(LC 8), 3=-18(LC 8) Max Grav 1=136(LC 1), 2=90(LC 13), 3=62(LC 3) FORCES. lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS 11; Exp D; 2) As reque the respc 3) Plates ch 4) This truss 5) • This tru will fit bet 6) Refer to ( 7) Provide r 2=104. ;E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=1911; B=45ft; L=24ft; eave=4ft; Cat. Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 tad, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is jsibility of the fabricator to increase plate sizes to account for these factors. lcked for a plus or minus 0 degree rotation about its center. Ihas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide veen the bottom chord and any other members. rder(s) for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Qt=lb) ,& WARN'I G - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design va itl for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss syem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building if sign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always gquired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatio storage, delivery, erection and bracing of trusses and truss systems, see ANSI/T3I1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InTrmatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699705 J32566 -CJ4 Jack -Open 3 1 Job Reference (optional) Iasi coast t rt. rierce, rL avow iI E I D:UN_LigBVAcXHjljeBHvargyWsbU-yoz4BaeRt_QJOWm?8W Wp7zxyygyN31 f4PgIOQyRtEC 3-10-13 3-10-13 Scale = 1:12.6 2x3 = 0 4-8 0-4-8 3-10-13 3-6-5 LOADING �sf) SPACING- 2-0-0 CSI. DEFL. in (loc)I/deft L/d PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 3-7 >999 240 MT20 244/190 TCDL 0.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.01 3-7 >999 180 BCLL I0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 0.0 Code FBC2014/TPI2007 Matrix -MS Weight: 12 lb FT = 0% LUMBER- BRACING - TOP CHOR , 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-10-13 oc purlins. BOT CHOR 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTION . (Ib/size) 1=183/0-6-0, 2=89/Mechanical, 3=35/Mechanical Max Horz 1=122(LC 8) Max Uplift 1=-103(LC 8), 2=-116(LC 8), 3=-6(LC 8) Max Grav 1=183(LC 1), 2=93(LC 13), 3=59(LC 3) FORCES. I (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS 11; Exp D; 2) As reque the respo 3) Plates ch 4) This trus 5) * This tru will fit be 6) Refer to 7) Provide 1=103,2: :E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 led, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is Isibility of the fabricator to increase plate sizes to account for these factors. !eked for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Teen the bottom chord and any other members. rder(s) for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 116. WARNIG - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. R Design val d for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not j a truss sy fem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall iipa building df ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always r quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTeie' fabrication' storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf ',Irmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699706 J32566 -CJ4A Jack -Open 1 1 Job Reference o tional Last coast I t-t. Pierce, I-L'3494b Iv 2x3 = mu to s Apr zu auto iv0 i ex muusmes, 0tc, vveu uut to w:4umo cu to reye , I D: U N_Lig BVAcXHj Ije B HvargyWsbU-S8 MLHXbHCB6HxA5yZs1 IM LW 7yMV b6 WHoJ 3a sxsyRtEB 3.6-3 3-6-3 Scale = 1:11.8 LOADING il(sf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ltd PLATES GRIP TCLL .0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.02 3-6 >999 240 MT20 244/190 TCDL i0.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.02 3-6 >999 180 BCLL li'0.0 - Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a TIM BCDL ii0.0 Code FBC2014/TPI2007 Matrix -MS Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHOR 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins. BOT CHOR 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTION . (lb/size) 1=138/0-8-0, 2=89/Mechanical, 3=49/Mechanical Max Horz 1=110(LC 8) Max Uplift 1=77(LC 8), 2=-106(LC 8), 3=19(LC 8) Max Grav 1=138(LC 1), 2=93(LC 13), 3=63(LC 3) FORCES. Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS II; Exp D; 2) As reque the respc 3) Plates ch 4) This truss 5) ' This tru, will fit bet 6) Refer to r 7) Provide n 2=106. sE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 Ead, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is �sibility of the fabricator to increase plate sizes to account for these factors. cked for a plus or minus 0 degree rotation about its center. Ihas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide been the bottom chord and any other members. rder(s) for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=lb) A INARNI G -Van deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. • Design vat for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss syst mn. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building tl ; ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always r: quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the V� IC fabrication storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf mation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699707 J32566 -CJ4B Jack -Open 1 1 Job Reference (optional) tast coast t-t. Fierce, t-L agano 1 o.V IV b Hpi LV LV I Ivll l GR IIIUUJIIIGb, Il ll:. V U VVl 1� 1 U rpyc 1 I D:UN_LigBVAcXHjljeBHvargyWsbU-S8MLHXbHCB6HxA5yZsl lMLW7dMWD6WHoJ3asxsyRtEB 3-6-3 3-6-3 Scale = 1:11.8 I 2x3 = 0-0-8 0-4-8 I 3-6-3 3-1-11 LOADING 160 SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 3-8 >999 240 MT20 244/190 TCDL 0.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.01 3-8 >999 180 BCLL !0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 0 Code FBC2014/TPI2007 Matrix -MS Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHOR ° 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins. BOT CHORI 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTION (lb/size) 1=155/0-8-0, 2=81/Mechanical, 3=40/Mechanical Max Horz 1=110(LC 8) Max Uplift 1=-86(LC 8), 2=-102(LC 8), 3=-14(LC 8) Max Grav 1=155(LC 1), 2=85(LC 13), 3=57(LC 3) I ' FORCES. lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS II; Exp D; 2) As reque: the respo 3) Plates ch 4) This truss 5) . This tru: will fit bet 6) Refer to c 7) Provide n 2=102. 'E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. cncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 �ed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is �slbllity of the fabricator to increase plate sizes to account for these factors. cked for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide een the bottom chord and any other members. rder(s) for truss to truss connections. pchanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=lb) WARM G - Verifydesign aramefers and READ NOTES ON THIS AND INCLUDED o g p IN L DED Mters REFERENCE PAGE Mividual rev. building component, BEFORE USE. �• Design vat' for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sys, :in. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall q building de ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek' is always r luired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication torage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII QualityCriteria, DSB-89 and BCSI Building Component Safety Inf ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 9 p 6904 Parke East Blvd. ;.� Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699708 J32566 -CJ6A Jack -Open 1 1 Job Reference o tional t-i. rterce, PL a4a40 1 2x4 = 5-9-1 om l u s Apr zu zu i o ivn I ex mausines, Inc. VVea Vct IV Iu:'iy:U1 LU to rage I ID:UN_LigBVAcXHjIjeBHvargyWsbU-wKwjVtcvzUE8YKg87ZZ_vY3AdmkMrzXx) jJPTJyRtEA Scale = 1:16.4 3-2-1 3-2-1 5-11-13 2-9-12 LOADING i sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL D.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.13 3-6 >549 240 MT20 244/190 TCDL D.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.17 3-6 >421 180 BCLL ;IP 0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL D.0 Code FBC2014frP12007 Matrix -AS Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHOR 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHOR 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTION (Ib/size) 1=237/0-8-0, 2=161/Mechanical, 3=76/Mechanical Max Horz 1=189(LC 8) Max Uplift 1-133(LC 8), 2=-193(LC 8). 3=-21(LC 8) Max Grav 1=237(LC 1), 2=167(LC 13). 3=107(LC 3) FORCES. I b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS II; Exp D; 2) Plates ch 3) This trust 4) ` This tru: will fit bet 5) Refer to c 6) Provide n 1=133, 2- 7) This truss l 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 cked for a plus or minus 0 degree rotation about its center. ias been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide been the bottom chord and any other members. der(s) for truss to truss connections. ichanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 193. design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum ,a applied directly to the bottom chord. A INARNI IG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. ■ Design vali for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not s a truss sys em. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building de "l!gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always r 'puired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, forage, delivery, erection and bracing of trusses and truss systems, see ANSIrrP11 quality Criteria, DSB-39 and BCSI Building Component 6904 Parke East Blvd. Safety lnfc kmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Type Qty Ply Pucket Residence T9699709 J32566 -CJ6B �Truss Jack -Open 1 1 Job Reference (optional) tasl coast I rr. rierce, rL:14e40 0 5-9.1 o.0 IV 5 /Apr LULU I0 IVII I e61nu U51rte5, tnc. vveu VG[ -tv iu;4y:vi Lv io rage I I D:UN_Li gB VAcXHj IjeB Hva rqy Wsb U-wKwll/tcvzU E8YKg87ZZ_vY3Btmm SrzXxXjJPTJyRtEA Id Scale=1:16.9 2x4 = 0 4-8 3-2-1 5-11-13 0.4-8 2-9-9 2-9-12 LOADING Ipsf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.09 3-8 >751 240 MT20 244/190 TCDL 0.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.13 3-8 >565 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 0.0 Code FBC2014/TPI2007 Matrix -AS Weight: 19 lb FT = 0% LUMBER- j BRACING - TOP CHOR q 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTION (lb/size) 1=253/0-8-0, 2=152/Mechanical, 3=69/Mechanical Max Horz 1=189(LC 8) Max Uplift 1=142(LC 8), 2=-188(LC 8), 3=-17(LC 8) Max Grav 1=253(LC 1), 2=159(LC 13), 3=101(LC 3) FORCES. Ilb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. _ NOTES- 1) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates ch icked for a plus or minus 0 degree rotation about its center. 3) This trus 'Ihas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This tru t has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be , een the bottom chord and any other members. 5) Refer to Irder(s) for truss to truss connections. 6) Provide Mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 1=142, 2-1188 7) This trus design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/" gypsum sheetroc -,lbe applied directly to the bottom chord. WARNI n G -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sy tem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p �ii'ek�• building d sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iVl fabrication's storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf. ,Irmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699710 J32566 -EJ3 Jack -Open 1 1 Job Reference (optional) tast (;oast I F[. Fierce, FL 3494b 4-2-13 O.0 IU b Hpr cU GU 10 IVII r eK rUUUbHulb, rrlu. vveu vUL L7 rage r ID:UN_LigBVAcXHjljeBHvargyWsbU-Lvbs7uenGPcjPnPjoh6hWBgo 1 zsv2JGOEhY34eyRtE7 Scale=1:13.3 2x3 = 0 4 8 0-41 1 4-2-13 3-10-5 LOADING (Iso SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.02 3-7 >999 240 MT20 244/190 TCDL 1.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.02 3-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 1 to.0 Code FBC2014fTP12007 Matrix -AS Weight: 13 lb FT = 0% LUMBER- BRACING - TOP CHOR 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHOR 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTION (lb/size) 1=191/0-3-8, 2=101/Mechanical, 3=42/Mechanical Max Horz 1=133(LC 8) Max Uplift 1=107(LC 8), 2=130(LC 8), 3=-8(LC 8) Max Grav 1=191(LC 1), 2=106(LC 13), 3=68(LC 3) FORCES. Ilb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1 NOTES- 1) Wind: As, E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As reque {ed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respo sibility of the fabricator to increase plate sizes to account for these factors. 3) Plates ch icked for a plus or minus 0 degree rotation about its center. 4) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This tru s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be een the bottom chord and any other members. 6) Refer to irder(s) for truss to truss connections. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 1=107, 2 1130. 8) This trus design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and%" gypsum sheetroc ,be applied directly to the bottom chord. A WARN' G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design w rd for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sy tem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p�' building d sign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i1AiTe k' is always t:quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabric I J storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In formation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699711 J32566 -EJ4 Jack -Open 1 1 i Job Reference o tional cast L oast I rpss, rt. rlerce, rL 011y40 ID:UN_LigBVAcXHjljeBHvargyWsbU-p69EKEfPljkalx wMPdv/30Dx3NCfnmWXSLHdc4yRtE6 4-5-15 4-5-15 Scale=1:13.8 2x3 = 0-4-8 0-4-8 4.5-15 4-1-7 LOADING (pf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.02 3-7 >999 240 MT20 244/190 TCDL 1b.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.03 3-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 1 �.0 Code FBC2014lrP12007 Matrix -AS Weight: 14 lb FT = O% LUMBER- BRACING - TOP CHOR I 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHOR 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTION (lb/size) 1=201/0-3-8, 2=108/Mechanical, 3=45/Mechanical Max Horz 1=141(LC 8) Max Uplift 1=-113(LC 8), 2=139(LC 8), 3=8(LC 8) Max Grav 1=201(LC 1), 2=113(LC 13), 3=72(LC 3) FORCES. Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS II; Exp D; 2) As reque, the respo 3) Plates ch 4) This truss 5) ' This tru, will fit bet 6) Refer to ( 7) Provide n 1=113, 2: 8) This truss )E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 led, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is sibility of the fabricator to increase plate sizes to account for these factors. icked for a plus or minus 0 degree rotation about its center. ktas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Yeen the bottom chord and any other members. rder(s) for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 139. design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''%" gypsum be applied directly to the bottom chord. -RN I G - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design va�itl for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sy item. 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. Additional temporary and permanent bracing MiTek• is always lquired 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI BuildingComponent Safety Inf31rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. P Tamp Parke East Blvd. III Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699712 J32566 -EJ5 Jack -Open 1 1 Job Reference o tional East Coast I puss, 1-t. Fierce, FL 34V46 1 o.0 lu s Apr zu zu-to ivn i eK mausutes, mu. vvuu ua ra iu.ga, t i co to rays i ID:UN_LigBVAcXHjIjeBHvargyWsbU-p69EKEfPljkalx wMPdw3ODwINB8nmWXSLHdc4yRlE6 4-9-2 4-9-2 Scale = 1:14.4 2x3 = 04-8 0� 8 4-9-2 4.4-9 LOADING (pf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 2'0.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.03 3-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.04 3-7 >999 180 BCLL 19.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 15lb FT=O% LUMBER- BRACING - TOP CHORI 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHOR 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTION (lb/size) 1=211/0-3-8, 2=116/Mechanical, 3=49/Mechanical Max Horz 1=150(LC 8) Max Uplift 1=-118(LC 8), 2-148(LC 8), 3=9(LC 8) Max Grav 1=211(LC 1), 2=121(LC 13), 3=77(LC 3) FORCES. b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS II; Exp D; 2) As reque the respc 3) Plates ch 4) This truss 5) ` This tru. will fit bet 6) Refer to t 7) Provide n 1=118, 2: 8) This trues :E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,�ed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is 'sibility of the fabricator to increase plate sizes to account for these factors. icked for a plus or minus 0 degree rotation about its center. �as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Peen the bottom chord and any other members. der(s) for truss to truss connections. 6chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 148. design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum pe applied directly to the bottom chord. WARN I G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design va 'd for use only with Mi rek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not • a truss sy tem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ■■■ building d ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always quired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the v� fabrication storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inf Irmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699713 J32566 -EJ6 Jack -Open 7 1 Job Reference o tional test !.oast t r rt.rlerce,rL"W140 o.visa-Pi avav— uw..... ,., , --,-'y , ID:UN_LigBVAcXHjljeBHvargyWsbU-HljcYag1 o1 sRf5Z6v68gccm2SnSC WCHhh?IA8 WyRtE5 5-9-1 6 4-11 5-9-1 0-7-10 1 gI 2x4 = 10-4-8 , 3.4-8 4x4 = Scale=1:18.5 0.4-8 3-M 2-4-9 0-7- 00 LOADING ( Isf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL .0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.12 5-9 >634 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.15 5-9 >505 180 BCLL 0.0 - Rep Stress Ihcr YES WB 0.10 Horz(TL) 0.04 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -AS Weight: 23 lb FT = O% LUMBER- it TOP CHOR 2x4 SP No.3 BOT CHOR 2x4 SP N0.3 WEBS 2x4 SP No.3 FORCES. WEBS NOTES- 1) Unbalanc 2) Wind: AS II; Exp D; 3) Provide a 4) Plates ch 5) This truss 6) ` This tru: will fit bet 7) Refer to t 8) Provide n 1=166, 4: 9) This truss (lb/size) 1=282/0-6-0, 3=-6/Mechanical, 4=232/Mechanical Max Horz 1=184(LC 8) Max Uplift 1=166(LC 8), 3=19(LC 13), 4=-292(LC 8) Max Grav 1=282(LC 1), 3=86(LC 8), 4=248(LC 13) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-5=205/321 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. d roof live loads have been considered for this design. 1 7-10,, Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. -ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 equate drainage to prevent water ponding. cked for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Teen the bottom chord and any other members. rder(s) for truss to truss connections. :chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 292. design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/2" gypsum be applied directly to the bottom chord. i WARN G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design va J for use only with WWII) connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss sy am. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall" building d sign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabricatio �quired storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf iirmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699714 J32566 EJ6A Jack -Open 1 1 Job Reference (optional) t_asi toast i ri. rierce, rL 04y'M o.0 1 V a f P1 cv L Iv w" en awuamaa, ai, vv.0 rays ID:UN_LigBVAcXHjljeBHvargyWsbU-HljcYagl of sRf5Z6v689ccm4CnWrWDmhh? tA8WyRtE5 5-0-4 r 5-0-4 2x4 = 5-0-4 LOADING (isf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL .0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.03 3-7 >999 240 TCDL 1II0.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.05 3-7 >999 180 BCLL ,Rep Stress Incr S WB Horz(TL) 0.01 2 n/a n/a BCDL 10.0 ' Code FBC2014/TPI2007 Matrix -AS LUMBER- TOP CHOR 2x4 SP No.3 BOT CHOR 2x4 SP No.3 FORCES. NOTES- + 1) Wind: AS II; Exp D; 2) As reque the respo 3) Plates ch 4) This truss 5)' This tru will fit bet 6) Refer to c 7) Provide It 1=124, 2= 8) This truss (lb/size) 1=22210-3-8, 2=123/Mechanical, 3=52/Mechanical Max Horz 1=158(LC 8) Max Uplift 1=-124(LC 8), 2=-157(LC 8), 3=-9(LC 8) Max Grav 1=222(LC 1), 2=129(LC 13), 3=82(LC 3) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:15.5 Ii PLATES GRIP MT20 244/190 Weight: 16 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=oft; Cat. ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ad, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is tibility of the fabricator to increase plate sizes to account for these factors. :ked for a plus or minus 0 degree rotation about its center. Bs been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Ben the bottom chord and any other members. der(s) for truss to truss connections. chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 57. lesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y" gypsum ie applied directly to the bottom chord. &WARNI i G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 1010312015 BEFORE USE. Design va Id for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not• a truss syem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building d sign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always �quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatio storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety IN Irmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Pucket Residence T9699715 J32566 -EJ7 Jack -Open 1 1 Job Reference o tional test toast I r • I LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOI FORCES. t-L Fierce, hL:i4tf46 1 2x4 = 5-3.6 o.V IV 5 Apr LV LV to ivu I ex inuuSuies, Inu. vveu vuL ju I V:97: IJ GV Io raye 1 ID:UN_LigBVAcXHjljeBHvargyWsbU-IU H_IwhgZK_IGF71TggO8pl F4ArXFgOgwfmjgyyRtE4 Scale: 3/4"=1' SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.25 TIC 0.51 Vert(LL) 0.04 3-7 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.07 3-7 >943 180 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a Code FBC2014/rPI2007 Matrix -AS Weight: 17Ib FT=0% 2x4 SP No.3 2x4 SP No.3 (lb/size) 1=232/0-3-8. 2=131/Mechanical, 3=55/Mechanical Max Harz 1=166(LC 8) Max Uplift 1=130(LC 8), 2=166(LC 8). 3=1O(LC 8) Max Grav 1=232(LC 1), 2=136(LC 13), 3=87(LC 3) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: AS E 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As reque ed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respolsibility of the fabricator to increase plate sizes to account for these factors. , 3) Plates chgcked for a plus or minus 0 degree rotation about its center. 4) This truss �1as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tru s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be een the bottom chord and any other members. 6) Refer to irder(s) for truss to truss connections. 7) Provide �chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 1=130, 2 II 66. 8) This truss,design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrocl I be applied directly to the bottom chord. AWARNI 41 G •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 10/07/2015 BEFORE USE. Design va tl for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sy t'em. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Sal' building d sign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing a iTe k• is always squired 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 ANSI/TP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf ',Irmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699716 J32566 -EJ8 Jack -Open 1 1 Job Reference (optional) test coast ri. Ylerce, 1'L 349g0 1 2x4 = 5-6-8 o.V1V bMpl LU LVIV 1vu1um IIIUUJUICJ, IIIV. V —Lf.I ID:UN_LigBVAcXHjljeBHvargyWsbU-IUH_IwhgZK_IGF71TggO8pl E8ArsFgOgwfmjgyyRtE4 LOADING (sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 6.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.05 3-7 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.08 3-7 >798 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 0.0 Code FBC2014/TPI2007 Matrix -AS LUMBER - TOP CHO BOT CHO, FORCES. NOTES- 1) Wind: AS II; Exp D; 2) As reque, the respc 3) Plates ch 4) This trust 5) ' This tru will fit bet 6) Refer to I 7) Provide n 1=136, 2: 8) This trust Scale = 1:16.5 w PLATES GRIP MT20 244/190 Weight: 17 lb FT = O% BRACING- 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. (lb/size) 1=242/0-3-8, 2=138/Mechanical, 3=58/Mechanical Max Horz 1=175(LC 8) Max Uplift 1=-136(LC 8), 2=175(LC 8), 3=-10(LC 8) Max Grav 1=242(LC 1). 2=144(LC 13), 3=92(LC 3) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown ;E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. =ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 led, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is sibility of the fabricator to increase plate sizes to account for these factors. cked for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide reen the bottom chord and any other members. rder(s) for truss to truss connections. achanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 175. design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum be applied directly to the bottom chord. WARN NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design va Id for use only with MrrekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss sy tem. Before use, the building designer must verify the the applicability of design parameters and properly Incorporate this design into the overall � p building clpign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A iTek' is always lirmation quired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlo storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699717 J32566 -EJ9 Jack -Open 2 1 Job Reference (optional) Last coast I m. Fierce, FL "J4V4b lij 2x4 = 5-9-11 O.V IV 5/Apr GV LV 10 IVII I ER rrtuu5urC5, If lG. vvBu VOI IV IVAV. I9—to r'U9U 1 I D:UN_LigBVAcXHjljeBHvargyWsbU-DhrNzGh1 Ke69uPiV1 XBdh 1 rOwaAX_7Fz8J WHDPyRtE3 3 I$ Scale = 1:17.1 LOADING I,Isf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 9 .0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.06 3-7 >999 240 MT20 244/190 TCDL 0.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.10 3-7 >713 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 6.0 Code FBC2014/TPI2007 Matrix -AS Weight: 18 lb FT = 0% LUMBER - TOP CHOI BOT CHOI FORCES. NOTES- 1) Wind: A' 11; Exp C 2) As regw the resp 3) Plates c 4) This tru., 5) ' This to will fit be 6) Refer to 7) Provide 1=142,: 8) This trus 2x4 SP No.3 2x4 SP No.3 (lb/size) 1=252/0-3-8, 2= 1 45/Mechanical, 3=61/Mechanical Max Horz 1=183(LC 8) Max Uplift 1=142(LC 8). 2=184(LC 8), 3=11(LC 8) Max Grav 1=252(LC 1), 2=152(LC 13), 3=95(LC 3) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. c 7-1 a; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 :d, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is Iibility of the fabricator to increase plate sizes to account for these factors. :ked for a plus or minus 0 degree rotation about its center. ias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide :en the bottom chord and any other members. der(s) for truss to truss connections. chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 84. esign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y" gypsum ,e applied directly to the bottom chord. WARN G -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev. 10/03/2015 BEFORE USE. Design va Itl for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not • a truss sy lem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall WOW building d+!Sign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Ai%k• is always quired 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 ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inf'irmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699718 J32566 -EJ10 Jack -Open 1 1 Job Reference (optional) test coast I ri. Ylerce, rL -54U40 O.U1 V 5 Hpr LU LU 10 IVII I eK InuU81ne5, Inc. VVeO UG1 ly I VAy:V0 GV 10 rdye I I D:UN_LigBVAcXHjljeBHvargyWsbU-OXU5iCdXkoM?AUFLgH4DRmbUd9CQaOY5mN3y?IyRtE9 5-10-11 5-10-11 Scale=1:18.3 2x3 = 1x4 II 5 4 r 5-10-11 LOADING (' sf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 0.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.01 5-10 >999 240 TCDL 0.0 Lumber DOL 1.25 BC 0.14 Vert(TL) 0.01 5-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 3 n/a n/a BCDL 0.0 Code FBC2014/TP12007 Matrix -AS LUMBER Top CHOR 2x4 SP N0.3 BOT CHOR 2x4 SP No.3 WEBS 1 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 20 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTION All bearings 5-6-4 except Qt=length) 3=Mechanical, 3=Mechanical. (1 - Max Horz 1=185(LC 8) • Max Uplift All uplift 100 lb or less atjoint(s) 1, 3, 4 except 5=-448(LC 8) Max Grav All reactions 250lb or less atjoint(s) 1, 3, 3, 4, 1 except 5=270(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=196/265 NOTES- 1) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; , ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As reque ted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respc sibility of the fabricator to increase plate sizes to account for these factors. 3) Plates ch J cked for a plus or minus 0 degree rotation about its center. 4) This trus "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 2-0-0 wide will fit bet iveen the bottom chord and any other members. 6) Refer to C irder(s) for truss to truss connections. 7) Provide n echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4, 1 except Qt=lb) 5= 48. 8) This trus idesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetroc � be applied directly to the bottom chord. ® INARNI n G -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II.7473 rev. 1010312015 BEFORE USE. Design va id for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sy tem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building d 'sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A A'Te l.' Is always "quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rV 1 Ii fabricationt� storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infprmatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699719 J32566 -EJ11 Jack -Open 1 1 Job Reference o tional Last coast I e i-t. tierce, FL 3484b tj.ulu s Apr u ZU10 MI I eK lnaustne5, Inc. vvea uct ly Iu:4-d:uo ZUlO rage 1 ID:UN LigBVAcXHjljeBHvargyWsbU-OXU5iCdXkoM?AUFLgH4DRmbNa96RaPm5mN3y?lyRtE9 5-8-13 5-8-13 461 2x3 = 10-0-8 5-8-13 na�t —4-5 LOADING (sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid CLL 0.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.08 3-8 >852 240 TCDL 0.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.11 3-8 >648 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 0.0 Code FBC2014frP12007 Matrix -AS LUMBER - TOP CHOI BOT CHOI FORCES. NOTES- 1) Wind: AS II; Exp D; 2) As reque the respc 3) Plates ch 4) This trust 5) "This tru. will fit bet 6) Refer to t 7) Provide n 1=136, 2= 8) This truss 2x4 SP No.3 2x4 SP No.3 (lb/size) 1=243/0-8-0, 2=145/Mechanical, 3=66/Mechanical Max Horz 1=181(LC 8) Max Uplift 1=-136(LC 8). 2=-179(LC 8), 3=16(LC 8) Max Grav 1=243(LC 1), 2=151(LC 13), 3=97(LC 3) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:16.9 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=oft; Cat. ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ad, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is dbility of the fabricator to increase plate sizes to account for these factors. :ked for a plus or minus 0 degree rotation about its center. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide :en the bottom chord and any other members. Jer(s) for truss to truss connections. chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 79. esign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum e applied directly to the bottom chord. ®WARNl :' G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. '-'�• Design va ik for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not r-L •�w7Ytq a truss sy tem. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall building d ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlorstorage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPN quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inl iIrmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Clty Ply Pucket Residence T9699720 J32566 -EJ12 Jack -Open 1 1 Job Reference o tional test roast I m. riefce, FL 34`J46 1 2x3 = 5-8-0 o.u7u s Apr zu 4u io ivii I eR uiuusules, IIIG. vvvu Vul 1w lu; i ;uv cv 1c, ruqu 1 ID:UN_LigBVAcXHjljeBHvargyWsbU-sj2UvYe9V6UsoegXE_bS_zBYbZTtJsOE?1 oWXByRtE8 LOADING Qsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 0.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.08 3-8 >883 240 TCDL 0.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.10 3-8 >674 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 0.0 Code FBC2014/TPI2007 Matrix -AS LUMBER- ��i TOP CHOR 2x4 SP No.3 BOT CHOR 2x4 SP No.3 Scale = 1:16.8 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTION3. (lb/size) 1=240/0-8-0, 2=143/Mechanical, 3=65/Mechanical Max Horz 1=179(LC 8) Max Uplift 1=135(LC 8), 2=177(LC 8), 3=16(LC 8) Max Grav 1=240(LC 1), 2=149(LC 13), 3=96(LC 3) FORCES. Irib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS IE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respo " sibility of the fabricator to increase plate sizes to account for these factors. 3) Plates ch cked for a plus or minus 0 degree rotation about its center. 4) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tru s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bet ° een the bottom chord and any other members. 6) Refer to irder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 1=135, 2:¶¶jJJ�177. 8) This trusE design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetroc be applied directly to the bottom chord. ®WARN e G -Verily design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE 11111.7477 rev. 10/03/2915 BEFORE USE. Design va id for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not " a truss sy Jem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building d sign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always quired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the �r� fabricatio storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf 6rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 R Job Truss Truss Type Qty Ply Pucket Residence T9699721 J32566 -EJ13 Jack -Open 1 1 Job Reference (optional) Last coast I m. Pierce, FL MU41t) t5.uiv s Apr zu zuio MI I eK Inausirles, Inc. vvea uct ly "tu:9ll:ua Zulo rage i ID:UN_LigBVAcXHiijeBHvargyWsbU-sj2UvYe9V6UsoegXE_bS_z8YrZT4Js0E?l oWXByRtE8 5-7-2 5-7-2 2x3 = LOADING (sf) SPACING- 2-0 0 CSI. DEFL. in (loc) Well L/d TCLL 0.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.07 3-8 >916 240 TCDL 110.0 10.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.09 3-8 >702 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL Code FBC2014/TPI2007 Matrix -AS LUMBER - TOP CHOI BOT CHOI FORCES. NOTES- 1) Wind: AS II; Exp D; 2) As reque: the respo 3) Plates ch 4) This truss 5) "This tru: will fit bet 6) Refer to c 7) Provide n 1=133, 2= 8) This truss 2x4 SP No.3 2x4 SP No.3 (lb/size) 1=237/0-8-0, 2=141/Mechanical, 3=64/Mechanical Max Horz 1=176(LC 8) Max Uplift 1=133(LC 8), 2=174(LC 8), 3=-16(LC 8) Max Grav 1=237(LC 1). 2=147(LC 13), 3=94(LC 3) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:16.6 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. : 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; 13=45ft; L=24ft; eave=4ft; Cat. 1cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 d, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is ibility of the fabricator to increase plate sizes to account for these factors. ked for a plus or minus 0 degree rotation about its center. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide !en the bottom chord and any other members. ler(s) for truss to truss connections. :hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) sign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and V7 gypsum applied directly to the bottom chord. WARNI � G - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ■■■■■ Design va iA for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss sy iem. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building d sign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always equired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatio ;I storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Pucket Residence T9699722 J32566 -EJ14 Jack -Open 1 1 Job Reference o tional Last toast I r m. vierce, t-L agavo o.— . r P[ —'.. o m ..'.. . . U. I D:U N_Lig BVAcXHj IjeB Hvargy Wsb U-Lvbs7uenGPcj PnPjo h6h WBgkszp W2JGOEhY34eyRtE7 1 6-6-5 2x3 = 0-0-8 5-6-5 0.4-8 5-1-13 LOADING (Sf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud TCLL n o Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.07 3-8 >951 240 TCDL 10.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.09 3-8 >732 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 0.0 Code FBC2014/TPI2007 Matrix -AS LUMBER - TOP CHOR 2x4 SP No.3 BOT CHOR 2x4 SP No.3 Scale = 1:16.5 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTION . (lb/size) 1=235/0-8-0, 2=139/Mechanical, 3=63/Mechanical Max Horz 1=174(LC 8) Max Uplift 1=132(LC 8), 2=172(LC 8), 3=16(LC 8) Max Grav 1=235(LC 1), 2=145(LC 13), 3=93(LC 3) FORCES. lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As reque led, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respo sibility of the fabricator to increase plate sizes to account for these factors. 3) Plates ch a cked for a plus or minus 0 degree rotation about its center. 4) This trus '!has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tru is has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be een the bottom chord and any other members. 6) Refer to I irder(a for truss to truss connections. 7) Provide r mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 1=132, 2 1172. 8) This trustdesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %' gypsum sheetroci;be applied directly to the bottom chord. WARN �G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 sy item. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building d sign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always equired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatio t storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In oration available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Ip Tampa, FL 36610 Job Truss Type Qty Ply Pucket Residence T9699723 J32566 �Truss -HJ6 Diagonal Hip Girder 1 1 Job Reference o tional Last toast I cuss, I I r rt. merce, rL 34e4o O.V IV brig[ 4.— I. rvn, CR rrIUUJUIeb, I". v--ia r-ayo, I D:UN_LigBVAcXHjljeBHvargyWsbU-DhrNzGhl Ke69UPIV1XBdhl rVuaEo_7Hz8J WHDPyRtE3 1 2x4 = 3-4-9 2-9-2 LOADING (sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 0.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.01 7 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.01 7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) -0.00 6 n/a n/a BCDL o Code FBC2014rrP12007 Matrix -MS LUMBER- iI BRACING- TOPCHORq 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTION I. (lb/size) 1=292/0-10-14, 6=195/Mechanical Max HDrz 1=132(LC 8) Max Uplift 1=200(1-13 8). 6=-179(LC 8) FORCES. b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2x3 11 3 4 5 PLATES GRIP MT20 244/190 Scale = 1:14.2 Weight: 25 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 'I 1) Wind: AS E 7-10; Vun= I tumph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As reque �ed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respo slbility of the fabricator to increase plate sizes to account for these factors. 3) Plates ch icked for a plus or minus 0 degree rotation about its center. 4) This trusE has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. 5) `This trusts has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0- wide will fit betweenw the bottom chord and any other members. 6) Refer to c Wer(s) for truss to truss connections. 7) Provide n i6chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=200, 6 179. 8) Hanger(s or other connection device(s) shall be provided sufficient to support concentrated load(s) 36 lb down and 60 lb up at 2-8-6, and 36 lb down and 82 lb up at 3-7-1 on top chord, and 6 lb down and 14 lb up at 2-8-6, and 10 lb down and 9 lb up at 3-7-1 on botto chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LO, � D CASE(S) section, loads applied to the face of the truss are noted.as front (F) or back (B). LOAD CAST Standard 1) Dead + R of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) art: 1-3=-60, 3 4=-20, 5-8=-20 Concentrated Loads (lb) Vert: 7=2(B) 13=-5(F) ®WARNI ` G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711.7473 rev. 1010312015 BEFORE USE. Design va itl for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not • a truss sy fem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Nil building If 'sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always . Ired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatio storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSf Building Component 6904 Parke East Blvd. Safety Inl irmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Pucket Residence T9699724 J32566 -HJB Half Hip Girder 2 1 Job Reference o tional East Coast T ss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Oct 19 1 U:49:15 2015 Page 1 ID:UN_LigBVAcXHjljeBHvargyWsbU-htPlAciw5yE?WZHhbFisDEOeA UvjYx7NzFglryR1E2 4-14 7-4-14 8-2-1 r 4-14 3-3-9 00-9�-4 2x4 = 4-14 , 7-4- LOADING (sf) SPACING- 2-0-0 CSI. TCLL .0 Plate Grip DOL 1.25 TC 0.28 TCDL 0.0 Lumber DOL 1.25 BC 0.60 BCLL 0.0 Rep Stress Incr NO WB 0.16 BCDL Q.0 Code FBC2014rrP12007 Matrix -MS LUMBER TOP CHOR 2x4 SP No.2 BOT CHOR 2x4 SP No.2 WEBS 2x4 SP N0.3 4x4 = DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.08 6-7 >999 240 MT20 244/190 Vert(TL) -0.09 6-7 >999 180 Horz(TL) -0.01 4 n/a n/a Scale = 1:18.4 Weight: 35 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-6-4 oc bracing. REACTION (lb/size) 1=393/0-7-12, 4=118/Mechanical, 5=562/Mechanical Max Horz 1=184(LC 8) Max Uplift 1=298(LC 8), 4=-95(LC 4), 5=-626(1_C 8) Max Grav 1=393(LC 1), 4=169(LC 33), 5=562(LC 1) FORCES, b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-580/424 BOT CHOR 1-7=-522/514, 6-7=-522/514 WEBS 2-6=547/552 NOTES- 1) Unbalancl d roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; End, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a equate drainage to prevent water ponding. 4) Plates ch �cked for a plus or minus 0 degree rotation about its center. 5) This trus I,has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This tru S has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be peen the bottom chord and any other members. 7) Refer to irder(s) for truss to truss connections. 8) Provide n echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 1=298,5, 26. 9) Hanger(s' or other connection device(s) shall be provided sufficient to support concentrated load(s) 27 lb down and 37 lb up at 1-4-2, 30 Ib down and 46 lb up at 1-10-2, 62 lb down and 133 lb up at 4-6-4, 61 lb down and 142 lb up at 5-0-4, and 127 lb down and 2171 ) up at 7-4-14, and 158 lb down and 61 lb up at 8-1-5 on top chord, and 8 lb down and 18 lb up at 1-4-2, 3 lb down and 11 lb up 1-10-2, 31 lb down and 31 lb up at 4-6-4, 24 lb down and 16 lb up at 5-0-4, and 67 lb down and 41 lb up at 7-8-6, and 224 lb do It and 308 lb up at 8-1-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the L ^IAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAS i(S) Standard 1) Dead + 1, oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform gads (plf) ert: 1-3=-60, 3-4=-60, 5-8=-20 Concentr ted Loads (lb) *,ert: 3=101(17) 4=-9(B) 5=-224(B) 6=-56(F) 14=-2(F) 16=-8(F) 17=3(B) 18=-17(F) 19=-4(B) WARM "G. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design va id for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss sy lem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p building d 'sign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p iTek� is always quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatio J storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �,I Tampa, FL 36610 Job Truss Truss Type Qty Ply Pucket Residence T9699725 J32566 -HJ9 Diagonal Hip Girder 1 1 Job Reference o tional Last toast I Ft. Fierce, M 341:190 1 IV s Apr GV Gal O IVrt I eK inausuwb, utc. vveu vct ra Wwy: ry .... ray. r I D: U N_Lig BVAcXHjlje B HvargyWsbU-93z7OxjYsF Ns7 ist8yD5mSwgTOwzS?oGcd?OH HyRtE 1 3x3 = 4-7-1 3-11-1 2x3 II 3 4 5 Scale=1:16.5 LOADING I so SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.03 7-12 >999 240 MT20 244/190 TCDL 0.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.03 7-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 6 n/a Na BCDL 0.0 Code FBC2014/TPI2007 Matrix -MS Weight: 36 lb FT = 0% LUMBER- BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHOR 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. REACTION I. (lb/size) 1=370/1-2-4, 6=350/Mechanical Max Horz 1=173(LC 8) x Max Uplift 1-277(LC 8), 6=327(LC 8) FORCES. lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR; 1-2=-643/471 BOT CHOR 1-7=-571/597, 6-7=-571/597 WEBS 2-6=-602/576 NOTES- 1) Wind: AS 6 E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As reque Ited, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respo sibility of the fabricator to increase plate sizes to account for these factors. 3) Plates ch Icked for a plus or minus 0 degree rotation about its center. 4) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This tru 's has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be 1 1 Ban the bottom chord and any other members. 6) Refer to Irder(s) for truss to truss connections. 7) Provide r'echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(S) except (jt=lb) 1=277, 6-327. 8) Hanger(s or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 lb down and 44 lb up at 2-0-7, 33 b down and 70 lb up at 3-5-7, and 61 Ib down and 125 lb up at 5-3-7, and 60 lb down and 137 lb up at 6-0-12 on top chord, arld 8 lb down and 19 lb up at 2-0-7, 12 Ib down and 16 lb up at 3-5-7, and 30 lb down and 31 lb up at 5-3-7, and 26 lb down and 16 Ibiop at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LO D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAS (S) Standard 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform oads (plf) ert: 1-3=60, 3-4=-20, 5-8=-20 Concentted Loads (lb) �!ert: 15=-1(B) 16=-10(F) 17=-8(B) 18=-6(F) 19=-16(B) 20=-9(F) WARN NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design vad1d for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sy rem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall my 21' building d lgn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek` is always fquired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatio t storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In ormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y a offsets are indicated. 16-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. O'yr1 c1-2 c2a 2. Truss bracing must be designed by an engineer. For 16 TT 0 WEBS ca 4 W „ p wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. m 3. Never exceed the design loading shown and never CL �a U stack materials on inadequately braced trusses. O� ap 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate 'lid' c� s csa cs s I— BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0- from outside 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 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR1988 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 Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specked. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 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 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint 17-1 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/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words -- Plate Connected Wood Truss Construction. — -- -- and pictures) before use. Reviewing pictures alone is not sufficient. bB=89: Design- en ar or Bracing. -- BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANS RPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015