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TRUSS
Lumber design values are in accordance with ANSI/TPI 1 section 6.3 sly These truss designs rely on lumber values established by others. RE: 27617 - Antetomasso Site Information: Customer Info: Shoreline Lot/Block: Address: Lotl174 City: Nettle Island Project Name: Antetomasso Model: Subdivision: State: Florida MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TPI2007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 [All Heigh1l Wind Speed: 170 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 5 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 Enginoers Rules.. No. I Seal# I Truss Name Date 1 IT6655218 I A04-X 11 /26/01" 12 I TO I A05-X . 1 '11 /26/014I 13 I TO I A06-X 1 11 /26/014I 14 I TO I A07-X 1 11 /26/014I 15 I TO I A08-X 1 11 /26/014I The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design, parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. 0t1 u 1 u 111�/t' �p,S A' -4-% 0. G E N , 0 `. STATE OF i,,0X���,� O R,QPN n�u FL Cert. 6634 November 26,2014 Albani, Thomas 1 of 1 T6655218 East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. TUe NOV 25 17:U2:U8 ZU14 PI ID:euuUAcONzaUBwuCUwLZy_NyWAp8-YJS16PzapTcYVNIQEgA6BaC_5NrOQe4wcOxf6Jyf 6 4-15 12-7-5 18-5-13 , 23-5-2 25-11-11, 31-5-10 34-5-0 , 39-6-15 , 45-5-10 J 6-4-15 6-2-7 5-10-7 4-11-5 6' ;1 5-5-15 2-11-6 5-1-15 5-10-11 Repair Problem: - Need to extend left end of truss 7" as shown. Repair Solution: -Apply all fasteners so as to avoid damaging of lumber and loosening of plates at joints. - Install 2x8 SP No.2 member( ripped to 7") (+) -Attach 1/2" plywood or OSB gusset (15/32" Rated Sheathing 24/16 Exp 1) to EACH face of truss with (0.131" x 2.5" min.) nails per the following nail schedule: 2 x 3's - 2 rows, 2 x 4's - 3 rows, 2 x 6's and larger - 4 rows: spaced @ 4" o.c. Nails to be driven from both faces. Stagger spacing from front to back face for a net 2" o.c. spacing in the truss. Use 2" member end distance. 3.04 12 7x6 3 40-0 4x6 = 2 4x4 I 1 � 19 18 17 5x5 = 3x6 = 4x6 = (+) 4x6 = 4x4 = 0.90 12 4 23 5 24 16 3x6 = 15 14 3x6 = 3x6 = 25-11-11 34-5-( 7-5-14 8-5-5 Scale=1:78.3 4.33112 7x6 = 6 2x4 I I 7 3x6 8 3x6 a 9 10'. Iv 13 12 11 0. 6x8 = 3x6 = 2x4 II 4x6 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010rrP12007 CSI. TC 0:66 BC 0:95 WB M94 (Matrix-S) DEFL. in (loc) I/deft Ud Vert(LL) -0.21 16-18 >999 240. Vert(TL) -0.64 16-18 >637 180 Horz(TL) 0.14 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 250 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-4,4-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 6-13, 2-19 WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross 1-19: 2x6 SP No.2, 1-19: 2x8 SP No.2 bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=3205/04-8, 10=71/0-8-13, 19=1700/0-8-0 Max Horz 19=-279(LC 6) Max Uplift 13=-1422(LC 8), 10=-200(LC 17), 19=-769(LC 8) Max Grav 13=3205(LC 1), 10=195(LC 18), 19=1716(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-322/216, 2-3=-3044/1454, 34=2583/1282, 4-23=-2555/1286, 5-23=-2555/1286, ,,'Illlllllll,,,. `% \�` • �e �I� TOP CHORD 5-24=-1502/829, 6-24=-1498/830, 6-7=475/1593, 7-8=-586/1628, 8-9=-597/1486, �� . O ••\C E N S '•,'9 �j •�' 9-10=-637/1003, 1-19=-335/217 ��, ��' -' BOT CHORD 18-19=1159/2787, 17-18=-1109/2802, 16-17=-1109/2802, 15-16=-820/2185, '� :�%'�'j �. fV 39380 14-15=820/2185, 12-13=-912/316, 11-12=912/316, 10-11=-912/781 WEBS 2-18=0/256, 3-18=-33/274, 3-16=-337/242, 5-16=-142/554, 6-14=900/2096, 6-13=-2714/1164, 7-13=-406/266, 9-13=942/498, 2-19=2895/1273, 5-14=-1468/761 NOTES- i . •. I HT E 1) Unbalanced roof.live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph Vasd=132mph; TCDL=9iOpsf; BCDL=3.Opsf; h=10ft; B=45ft; 1-=4611; . Q .j �c�'. A, 4 (3-second gust) eave=6ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; •' �� �i�``s ' O R � 0 •'• ��,�� Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. FL Cent. 6634 7) Bearing atjoint(s) 19 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify Comlilipimitpofoagerifig surface. November 26,2014 ®wARAffm-V.4frd-ign pera re end WOMIESON IHISAND B OLMED H77EKREFERENCECAGEHR-7473mat/29/2GIJmwREWE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding iva�Tek° fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPI1 Quality Criteria, DSB-89 and SCSI Building Component safety Informatlgn vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria,.VA 2314 I#Southern Pine�"sP� lumber is specified, th a design values are Phase effective 06f 41 f2043 by ALiC 8904 Parke East Blvd. 3 ass Blvd. Tampa, Parke T6655218 7617 IA04-X I Hip 1 I 1 II 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Tue Nov 25 17:02:0 ID:euuUAcONzaUBwuCUwLZy_NyWAp8-YJS16PzapTcYVNIQEgA6BaC_5Nr0Qe4H NOTES- 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1422 lb uplift at joint 13, 200 lb uplift at joint 10 and 769 lb uplift at joint 19. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''M." gypsum sheetrock be applied directly to the bottom chord. AWAANIM-iferHydesign Paramea:n and AM MATES ON WISAND INQODED MEKREFERENCE PAGE NU-7473 rem 112912014 DE OREWE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional bracing the is the of the building designer. For M' permanent of overall structure responsibility general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ' ANSI/TPII quality Criteria, DSO.89 and SCSI Building Component 1Tek. 6904 Parke East Blvd. Safety Information voi able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, vA 2314 If Sauth em l3ine�5➢ lumber is specified, the design valuesazs tYlase elfectivt 45011201.1 by AtSC Tema FL 3361D-0115 p Job Truss Tr=__:ae y �Anteto..... T6655219 27617 A05-X Hip IQtY 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. J4N4b a ���� ID:euuUAcONzaUBwuCUwLZy_NyWApBJdOlp1TQLTGMQuseCyl2Spy1ER;r / l z53) di1`3A6 6 11-6 13-8 4 18-11-14 24-0-0 29-0-3 33-8-6 38-4-9 44-10-11 6-1 _6 6- A4 5-3-9 5-0-2 4-8-3 4 8-3 6-6-2 Repair Problem: - Need to extend left end of truss 9" as shown. Repair Solution: - Apply all fasteners so as to avoid damaging of lumber and loosening of plates at joints. - Install 2x10 SP No.2 member( ripped to 9") (+) - Attach 1/2" plywood or OSB gusset (15/32" Rated Sheathing 24/16 Exp 1) to EACH face of truss with (0.131" x 2.5" min.) nails per the following nail schedule: 2 x 3's - 2 rows, 2 x 4's - 3 rows, 2 x 6's and larger - 4 rows: spaced @ 4" o.c. Nails to be driven from both faces. Stagger spacing from front to back face for a net 2" o.c. spacing in the truss. Use 2" mBfP112 nd distance. 3.04 12 7x6 46 % 4 4 0 0 46 % 3 2 _ 4x4 11 o} 1 \ n N� • 19 18 1725 26 6x6 = 3x6 = 4x6 = (+) . LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/rPI2007 LUMBER - TOP CHORD 2x4 SP No.2 *Except' 4-5,5-7: 2x6 SP No.2 BOT CHORD 2x4 SP No.1 'Except* 17-19: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 1-19: 2x6 SP No.2, 1-19: 2xl0 SP No.2 4x6 = 4x4 = 5 23 6 24 Scale=1:78.8 4.33112 5x6 = 7 3x8 �Zz 3x6 8 9 2x4 II 10 11 I`t 0 28 14 13 12 3x8 = 3x6 = 5x5 = 4x6 = CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 6.68 Vert(LL) -0.3114-16 >999 240 MT20 244/190 BC 0.96 Vert(TL) -0.75 14-16 >610 180 WB 0.85 Horz(TL) 0.20 12 n/a n/a (Matrix-S) Weight: 250 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Raw at midpt 6-14, 8-12 2 Rows at 1/3 pts 2-19 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer s all o uide REACTIONS. (lb/size) 12=2949/0-10-9, 11=-56/0-8-13, 19=2021/0-8-0 Max Harz 19=-329(LC 6) Max Uplift 12=-1313(LC 8), 11=-225(LC 17), 19=-910(LC 8), Max Grav 12=2949(LC 1), 11=62(LC 7), 19=2021(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-319/220, 2-3=-3420/1640, 3-4=3345/1657, 4-5=-3265/1630, 5-23=3238/1631, 6-23=-3238/1631, 6-24=-2208/1186, 7-24=-2207/1187, 7-8=-2427/1218, 8-9=-311/1162, 9-10=-337/1040, 10-11=572/1204, 1-19=-348/229 BOT CHORD 18-19=-1270/3050, 17-18=-1287/3253, 17-25=-1287/3253, 25-26=1287/3253, 16-26=-1287/3253, 15-16=-1200/3048, 15-27=-1200/3048, 27-28=1200/3048, 14-28=-1200/3048, 13-14=-555/1492, 12-13=555/1492, 11-12=-1039/808 WEBS 2-18=0/412, 4-16=-95/323, 6-16=43/418, 6-14=-1358/644, 7-14=215/508, 8-14=292/1035, 8-12=-3356/1459, 10-12=-588/379, 2-19=-3271/1465 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf: h=10ft: B=45ft; L=45ft; eave=5ft: Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water.ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Colafridee lilbfitor4w®en the bottom chord and any other members, with BCDL = I O.Opsf. FL Cert. 6634 November 26,2014 ®WARNING-Venfrd-19. P.—W. end READ NO TES ON 771ISAND INCLUDED NI7EK REFERENCE PAGE Mri-7473 rec 1129120I4 DEMAELOSE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MITek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Parkeass Blvd. Safely Information voi able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If Southern PineySP� lumberrsspecified, thettesign t1a uesaretfioe'effective 0S�01f2i)13 byAt5C Tampa, 3 T6655219 7617 A05-X Hip 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Tue Nov 25 17:11:0 ID:euuUAcONzaUBwuCUwLZy_NyWAp8-JdO1 p1 TQLTGMQuseCyl2Spy19r6rkWMz52 NOTES- 7) Bearing atjoint(s)19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1313 lb uplift at joint 12, 225 lb uplift at joint 11 and 910 lb uplift at joint 19. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. ® IVARNING-Verffrdesign paraareaus and READ M7 DES ON MISAI2 MaUDED MMKREFERENCE PAGE HU-7413.. l/19/2014DEFOREUSE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component.�� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the A '�ek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information voi able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, Parke 33610 assBlvd. If Southern Prne�SP� lurilfier is spec7frelb the cfesiort va lues ahe these effective Oti/ 401/1012 by AtSC - I East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Tue Nov 25 17:15:47 2014 Pagge� 1 o ID:euuUAcONzaUBwuCUwLZy_NyWAp8-7GZOQ8vZSk23VYZDgbOeziiCbK3THySmPFKbQDyFbSg 21-11-12 21-2-12 7-4-1 4-7- 1 - 2-6-5 - - 4 - -6 - 4 Repai ro em.7 4.13 7-2 5 4-9-13 0- - 2 15 4-11-11 5 6 14 5 6-14 2-B 3 3-7-8 - Need to extend left end of truss 11" as shown. scale=1:7s.7 Repair Solution: Apply all fasteners so as to avoid damaging of lumber and loosening of plates atjoints. - Install 2x12 SP No.2 member( ripped to 11") (+) -Attach 1/2" plywood or OSB gusset (15/32" Rated Sheathing 24/16 Exp 1) to EACH face of truss with (0.131" x 2.5" min.) nails per the following nail schedule: 2 x 3's - 2 rows, 2 x 4's - 3 rows, 2 x 6's and larger - 4 rows: spaced @ 4" o.c. Nails to be driven from both faces. Stagger spacing from front to back face for a net 2" o.c. spacing in the truss. Use 2" member a gj"nce. 3.04 12 = 4.33 5x6 = 6x6 6x8 = 4x6 = 4 5 31 32 6 4-0-0 3x6 3 4x4 zzz 4x6 2 7 C 4x8 ' 8 0 1 3x10 n � 9 � 2 21 19 18 E U 10 6x8 = - I. 20 27 26 25 24 23 17 5x8 16 15 14 131211 3x6 I 5x8 = 3x6 = 2x4 II 3x4 = 3x4 = 2x4 I I 3x6 = 6x8 = 3x6 11 4x6 = (+) 4x8M1BSHS II ` 4x8 M18SHS 11 3x6 = -21-11-12 41-6-11 44-4-14 11 0 7 4-13 14-7-2 12 11-12 2 -2-1 26-11-7 34-10-6 40-3-10 .40 9 6' 44-4-10 0-11- 7 4-13 7-2-5 5�-9 3-1 4 11-11 7-10-15 5 5_ 4 0- 3 2-10-0 0-8-15 0-9-5 0-0-3 Plate Offsets (X,Y)— [1:0-8-13,0-3-0], [3:0-3-O,Edge], [6:0-5-4,0-3-0], [8:0-3-0,Edge], [18:0-5-12,0-2-8], [19:0-4-0,0-0-0], [21:0-4-0,0-0-8], [22:0-2-8,Edge], [23:Edge,0-1-8], 126:0-2-8.0-1-81,[27:044.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.34 20-21 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(TL) -0.67 14-16 >719 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.22 13 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-S) Weight: 308 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 "Except TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-4,1-3: 2x4 SP No.2, 8-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 9-14, 1-26, 14-18, 22-26 18-22: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross WEBS 2x4 SP No.3 *Except* bracing be installed during truss erection, in accordance with 9-14,1-26,14-18: 2x4 SP No.2, 1-27: 2x6 SP No.2 Stabilizer Installation uide 1-27: 2x12 SP No.2 i REACTIONS. All bearings 0-3-8 except Qt=length) 12=1-6-9, 10=0-8-13, 27=0-8-0. (lb) - Max Horz 27=-369(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 12=-1284(LC 8), 10=-293(LC 17), 13=-100(LC 8), 27=-982(LC 8) `It11111111111 Max Grav All reactions 250 lb or less at joint(s) 10, 11 except 12=2460(LC 1), �� 0 G E N S� •,L� � •�,� 13=414(LC 3), 27=2182(LC 1) ,`�: ^� , wa? 9380 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. . � TOP CHORD 1-2=-3323/1558, 2-3=-4153/1937, 34=-4067/1965, 4-5=3978/1976, 5-31=-4033/1984, 31-32=4033/1984, 6-32=4033/1984, 6-7=-3896/1852, 7-8=-2872/1412, ;A 8-9=-3091/1383, 9-10=-479/1139, 1-27=-2115/998 _ •{x BOT CHORD 26-27=204/371, 25-26=-224/640, 24-25=-224/640, 23-24=-195/543, 21-22=-1387/3550, 20-21 =1 582/4093, 19-20=-1341/3597, 18-1 9=-1 158/3134, 16-17=-183/463, i'ATE '• �� 15 16=-215/538, 14-15=215/538, 13-14=-973/463, 12-13=-973/463, 11-12=-973/463, 10-11=-973/463 ♦ •• i0 XN A. Q 41;� �# F' 4 0 R 1 �.•'" �� !� WEBS -. 7-1 16 4/3859, 9 -18 0/26 , 6981 121 5 N A� E 1351% 159, 20=7, 70, 14716=51183/2 22-26=1085/2603, 6-20=-253/768 NOTES- FL Cert. 6634 1) Unbalanced roof live loads have been considered for this design. Continued on page 2 November 26,2014 A-Rum-V dfrd-1.q.P.—Mrs endREAD NOIES ON MISANDINCUIVED M77FJlREFERENE PAGE Nr1--7473 me 11291ZG148MREWE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. !� �f Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control; storage, delivery, erection and bracing, consult ANSIyrP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information of able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfSauth allone Sp Iumberisspeciftect, the design valuesarethese effettive06 01/2013byALSC i Tampa, FL 33610-4115 o __ rpe Qty Ply � is '. T6655220 FJob 27617 P'U-S-s Hip 1 1Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Tue Nov 25 17:15:47 2014 Page 2 I D: eu uUAcONzaU Bwu CU W LZY._NyWAp8-? GZO Q8vZSk23VYZDgbOeziiCbK3THySmPFKbQDyFb Sg NOTES- 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9:0psf; BCDL=3.Opsf, h=1Oft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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 checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 27 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1264 lb uplift at joint 12, 293 lb uplift at joint 10, 100 lb uplift at joint 13 and 982 lb uplift at joint 27. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. AWAI WM-yedfrdesign paraweiea and READ NO FES ON 7NISAND DYO.DDED Mr7EKFEFEREPKE PAGE MY. rec 112912014 BEFOREUSE Design valid for use only with Mirek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional bracing of the overall is the the building designer. MiTek' permanent structure responsibility of For general guidance regarding fabrication; quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information voi able from Truss Plate Institute, 781 N. Lee Street, Suite 372, Alexandria, VA 2314. if5outhemPiney.SP lumber isspecif'ed, the design valuesarethaseeffettive0S/01/2033byALSC Tampa, FL 3361D-4115 T6655221 sm 7617 IA07-X IHIP I1 I 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Tue Nov 25 16:28:01 2014 Page 1 ID:euuUAcONzaU BwuC UwLZy_NyWAp B-wu Nwv9DgP8zjf5TOxh_ZpKOY3Ov4npfwML3xgLyFboS 1-0-0 5-.5-6 10.8-0 15-11-1 20-0-7 23-11-2 30.3-0 3rr7-6 43-8-5 i 1-4-0 5 5-6 5 2-14 5 2-14 4-1-6 3-10-11 6 4 2 6-0-2 7-0-15 Repair Problem: Scale=1:83.2 - Need to extend left end of truss 16" as shown. Repair Solution: -Apply all fasteners so as to avoid damaging of lumber and loosening of plates at joints. - Install 2x4 (+) and 2x6 (++) SP No.2 members using 3/4" Plywood or OSB (23/32" APA Rated Sheathing 48/24 Exposure 1) gusset applied to EACH face of truss with 10d (0.131"x3.0") nails at 2" o.c. into all covered members as follows:.2x4 -1 row; 2x6 - 2 rows. - Field installed member must have complete wood to wood contact with original members. - Use a carbide tip blade to cut and remove portion of truss shown dashed. Remaining plates must be intact and fully embedded after cutting. 0.90 FIT 3.04 12 6x6 = 4x6 = 6x6 = 4.33112 2x4 II 26 7 827 4x6 6 4-0-0 5 4x4 Zzr 4x6 4 � s 0 4x4 II 3 4x6 _. 10 2x4 // o n (+) 1 2 11 N \ T 2120 19 18 28 29 17 30 16 31 15 14 13 12 5x5 = 5x6 WB — 3x6 = 54 WB = 3x6 = 3x8 M18SHS = 3x6 = 4x10 (++) 3x8 _ 1-0- •10.8-0 20-0.7 27-8-2 35-3-13 43-8-2 4 -5 -4-0 10-8-4 - 9-04 7-7-11 - - 7-7-11 B-0.4 0-0-3 Plate Offsets (X.Y)- N2:0-5-0,0=2-11. f20:0.2-12,0-341, 121:0-3-0,04-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.43 13-15 >999 240 . MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.88 Vert(TL) -0.91 17-19 >592 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.31 12 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 286 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc pudins, 1-2: 2x4 SP No.2 except end_ verticals. BOT CHORD 2x4 SID No.1 •Except• BOT CHORD Rigid ceiling directly applied or 4-0-3 oc bracing. 20-21: 2x6 SP No.2 WEBS 1 Row at midpt 6-19, 3-20 WEBS 2x4 SP No.3 `Except' MiTek recommends that Stabilizers and required cross 2-20: 2x6 SP No.2 bracing be installed during truss erection, in accordance with OTHERS 2x4 SP No.3 Stabilizer Installation guide. REACTIONS. (lb/size) 12=2455/0-8-13, 21=2447/0-8-0 Max Horz 21=259(LC 7) Max Uplift-12=-1093(LC 8), 21=-1106(LC 8) Max Grav 12=2473(LC 14), 21=2447(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1313/605, 3-4=-4152/1949, 4-5=-4046/1961, 5-6=-4159/2065, 6-26=-3872/1954, 7-26=-3853/1955, 7-27=3845/1956, 8-27=-3845/1956, 8-9=-4694/2294, 9-10=-5732/2702, 10-11=-5804/2677, 11-12=6045/2728, 2-20=-625/1687 BOT CHORD 20-21=-267/1136, 19-20=-1348/3351, 18-19=1463/3805„ 18-28=-1463/3805, 28-29=1463/3805, 17-29=-1463/3805, 17-30=-1449/3789, 16-30=1449/3789, 16-31=-1449/3789, 15-31=-1449/3789, 14-15=-1985/4765, 13-14=-1985/4765, 12-13=2452/5602 WEBS 3-19=-250/865, 5-19=-505/328, 6-1 9=-1 55/398, 6-17=-194/349, 8-17=-144/397, 8-15=-542/1246, 9-15=-1030/594, 9-13=-392/875, 11-13=-536/366, 3-20=-2686/1279, 2-21=-2567/1087 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1 Oft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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) The solid section of the plate is required to be placed over the splice line at joint(s) 10. 6) Plate(s) atjoint(s) 4, 6, 7, 8, 20, 18, 19, 3, 5, 17, 15, 9, 13, 11, 12, 14, 16, 1, 2 and 21 checked for a plus or minus 0 degree rotation about its center. Continued on page 2 FL Cert. 6634 November 26,2014 AWARMM-Wdfydeslga pars m andWID MESON WMAND ZMMUDED Hr7EXREFERENCE PAGENU-7473 m. I1I9120I490FOREWE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the MOWerector. Additional permanent bracing of the overall structure is the responsibly of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ai able from Truss Plate Institute, 781 N. Lee Street, Suite 312; Alexandria," 314. Tampa, FL 336ID-4115 Ifti3 ernPinetSP lumber isspecified, thLde;ignvaluesare,thaseeffective015 OlyiU13byAL5C NOTES- 7) Plate(s) atjoint(s)10 checked for a plus or minus 4 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' 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 between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Provide mechanical'connection (by others) of truss to bearing plate capable of withstanding 1093 lb uplift at joint 12 and 1106 lb uplift at joint 21. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®WARNING-Vutfrdeslga paramea!n ertdREAD NO TES ON 7MSAND JUVOLUDED 1417EKIZUEREUM FAGEHIZ-7473 rec 1129120I4MMREU5E Design valid for use only with M[Tek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Additional bracing the is the the M'rek• erector. permanent of overall structure responsibility of building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria,.VA 2314. tfSoutfiemPine SP�lumberisspecified,thedesignvatuesaretha;eeffectiveOS OI D13byAISC Tampa, FL 33610-0118 I ' 31-0-2 l 4-10-2 i 12-5-0 i 19.11-14 i 27-6-12 130.11� 1 38-1-15 t_ 45-3.11 i 53-2-5 4-162 7-6 14 7-6 14 7-614 3-0 8 7-1-13 7-1-13 7-10-10 Repair Problem: 0-0-14 Scale: l/8'=1' - Interior bearing width and location changed as shown. Repair Solution: Apply all fasteners so as to avoid damaging of lumber and loosening of plates atjoints. Attach 2xx14' SP SS scab (shaded) to EACH face of truss with 2 rows of 10d (0.131"x3.0") nails at 6" o.c. each row and staggered into the bottom chord. -Attach 2xx4' SP SS scab (shaded) to EACH face of truss with 2 rows of 10d (0.131"x3.0"), nails at 6" o.c. each row and staggered into the bottom chord centered at joint 19, o.90 12 4.94 12, 7x6 °b 2 N 1 2 3526 25 4x6 = 2x4 II 4x8 I I 4x6 4 4x6 3 24 2322 3621 4x6 = 6x6 = 3.04 12 6x6 = Bx8 6 7 4x4 -5 j 20139 40 19 18 17 16 4x8 L 4x6 = 4x4 = 4x4 = 4x6 = 4.33112 4x4 Q 8 4x6 9 4x4 10 11 L 15 14 37 13 12 38 4x4 = 6x6 = 2x4 I I 6x8 M18SHS 0-ft0 01ILP In� i .. .. 44-8-0 - . 31-0-2 0- 1- 4 4 10-2 B 6 5 ` 2 18-5.4 27-6.12 30-11-4 38 1-15 " 45-3 11 53 2-2 0- 1- 4 3 10� 3 &3 a9 9-1-8 % 9-1-8 3-4-8 7.1-13 7-1-13 7-10-6 0-0-3 0-0-14 Plate Offsets KY}-.[1:0-3-5.0-0-9),[2:0-3-0.0-3-2].[23:0-3-0,0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.41 15 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.94 Vert(TL) -0.75 15-16 >711 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.20 11 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) - Weight: 455 lb FT = 0% LUMBER - TOP CHORD 2x6 SP N0.2 *Except* 1-2: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x6 SP SS "Except" 13-13: 2x4 SP No.3 LBR SCAB 1-21'2x6 SP SS both sides 11-14 2x6 SP No.2 one side WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=449/0-8-2, 11=2414/0-8-13, 24=2992/0-8-0 Max Horz 1=358(LC 7) Max Uplift 1=181(1_C 8),11=1085(LC 8),124=1332(LC 8) Max Grav 1=449(LC 1), 11=2416(LC 14), 24=2992(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-20, 5-18, 8-16, 10-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-140/347, 1-2=214/684, 2-3=-1333/690, 3-4=-3634/1731, 4-5=-3515/1752, 5-6=-3600/1817, 6-7=-3417/1822, 7-8=-3713/1860, 8-9=-4812/2303, 9-10=4915/2280, 10-11=5964/2709 BOT CHORD 1-1=-446/141, 1-26=273/659, 26-35=-659/273, 25-35=-659/273, 24-25=-568/220, 23-24=568/220, 22-23=469/1244, 22-36=469/1244, 21-36=-469/1244, 20-21=-469/1244, 20-39=-1445/3603, 39-40=-1445/3603, 19-40=1445/3603, 18-19=1445/3603, 17-18=-1247/3399, 16-17=-1247/3399, 15-16=1856/4528, 14-15=2422/5551, 14-37=-2422/5551, 13-37=-2422/5551, 12-13=2422/5551, 11-12=2422/5551, 11-38=-1108/2737. WEBS 2-25=-1463/710, 2-23=-722/1725, 3-23=-2317/1125, 3-20=-966/2410, 5-20=-666/383, 5-18=-541/262,6-18=-59/271, 7-16=-463/996,8-16=-15721763,8-15=170/611, 10-1 5=1 165/605, 10-12=0/275 Continued on page 2 39380� 0.Q ATE SI,O N A' E .-.0 FL Cert. 6634 November 26,2014 AWA m - -r—gn Para - end AEAD w—ON TMSAND 7MZUDED HVEKAEFERENa PAGEMTI-7473 me 112F/20145HURFUSE Design valid for use only with Mlrek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not.truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfSauthernpine SP lumberisspeecifieJ,thedesignvaluesare these etfettive0fi�01j2018byAL5C Tampa, FL 33610.4115 NOTES- 1) Attached 14-0-0 scab Ito 21, both faces) 2x6 SP SS with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 3-0-6 from end at joint 1, nail 2 row(s) at 7" o.c. for 2-0-0; starting at 6-10-5 from end at joint 1, nail 2 row(s) at 4" o.c. for 2-0-0; starting at 9-4-11 from end at joint 1, nail 2 row(s) at 4" o.c. for 4-7-5. 2) Attached 14-0-0 scab 11 to 14, front face(s) 2x6 SP No.2 with 2 row(s) of 10d (0.13I NY) nails spaced 9" o.c.. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9Apsf; BCDL=3.Opsf; h=10ft; B=45ft; L=53ft; eave=6ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left arid,right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Plates checked for a plus or minus 0 degree rotation about its center: 1 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 1, 1085 lb uplift at joint 11 and 1332 lb uplift at joint 24. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and%" gypsum sheetrock be applied directly to the bottom chord. ®WARNENG-Veritrdeirgn param M and REAR M70 ON 7N7SAND rNQ.HDED N77EKREEEREIKE PAGE NU-7473 ree J12912014MMREWE Design valid for use only with Mfrek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown �• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the Additional bracing the is the the building designer. For MOWerector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult I ANSI/iPll Quallty Criteria, DSB-87 and BCSI Building Component 6904 Parka East Blvd. East Blvd. Safety Information Qvailoble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria,. VA gg2314,4 USouthernPine SP lumber issnec�ed, the desien: values are tihoseeffective0G101A.013bvALSC Tampa, FL 115 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. `A For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 Width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION .Indicated by symbol shown and/or by text in the bracing section of the output. Use T or l bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. r) rr O x U a_ O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 BOTTOM CHORDS 8 7 3 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports:. ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MTekO All Rights Reserved lam W1 0 . MiTel( MTek Engineering Reference Sheet: Mll-7473 rev. 01 /29/2013 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For Wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.