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HomeMy WebLinkAboutTrussVVryrxrMuw COMPONENTS AS DEFINED BY WTCA 1 - 1995. kLL SEARING POINTS MUST BE DIAPHRAMS HAVE NOT BEEN ANALYZED BY NSTALLED PRIOR TO INSTALLING EAST COAST TRUSS., FOR ERECTION AND INSTALLATION OF TRUSSES \NY TRUSSES! FAILURE TO DO SO MAY RESULT FOLLOW INSTRUCTIONS ON THE BCSI-131 SUMMARY u nAMAr;Fn TRUSSES AND WILL VOID ALL WARANTIES. SHEETS AND SEALEDENGINEEREDTRUSS D_-RAWIN 1) FOR THE ERECTION BRACING FOLLOW NSTRUCTIONS ON THE BCSI-B1 SUMMARY SHEETS 2) PERMANENT BRACING FOR THE STRUCTURE IS HE RESPONSIBILITY OF OTHERS. 3) INSTALL WEB BRACING AS STATED ON SEALED I Vl1RIV IIVV STRUCTURAL DATA, NUMBER OF GIRDER AND TRUSS PLIES AND THE CONNECTION INFORMATION. OUR DESIGN DEPARTMENT MUST APPROVE ALTERATIONS AIJD/OR REPAIRS TO TRUSSES IN ADVANCE. 7M CHARGES TIEL MOT BE P 1 CL! UNEF-97 DESIGN DEPARTMENT APPROVES THEM IN ADVANCE ALL HANGERS ARE SIMPSON STRONG -TIE UNLESS OTHERWISE NOTED. INSTALL HANGERS ACCORDING TO THE CURRENT SIMPSON STRONG -TIE CATALOG as individual components to resist in -plane stesses resulting from the loads applied in the same in -plane direction. The truss designer assumes no responsibility for the design of the roof system against out of plane loads. Competent professional advice must be obtpined from the Engineer of Record relative to the design of the roof system with respect to out of plane stability/ TRUSS PLACEMENT PLAN m�4m^a—r Ta+'ems.m+.�n�--+^m4"m:A'm*^Tfcs�smmtt-ri^-nm�,n, ENGINEERED rimRr 1 TRUSS SYSTEMS TIMBER PRODUCTS EAST COAST TRUSS 5285 ST. LUCIE BLVD. FT. PIERCE, FL 349646 OFFICE: (772) 466-2480 FAX: 1772)466-5336 USTOMER:Phoenix Realty Homes, Inc. DB NAME: Labarbiera Res. DDRESS5224 S. Ocean Drive ITY/COUNTY:Jensen Beach/Martin # 27379 # MODEL:Custom SQ FT 7 DATE 08/22/14 F= 11d&31.003 (3) (e), EAST COAST MUSS Is the 'Tma Design Engineer' Trusses are deeigued h, accordance with the Florid. Hui ding Code NOTE: By approving this placement plan(s), signatured anywhere on this sheet, the customer or his representitive acknowledges that this placement plan complies with the structural intent of the project. The customer also acknowledges that this approval authorizes EAST COAST TRUSS to manufacture these trusses and deliver them to the project indicated on this drawing. RUE The customer also acknowledges that he/she accepts financial responsibility for any repair, engineering, and labor required due to errors other than those of EAST COAST TRUSS. Signed: DE = FBC 20101TP12007 ASCE 7-10 SIGN CRITERIA =MWFRS CUPANCY CATEGORY= II POSURE = D VF SPEED =170 ILDING TYPE =ENCLOSED AN HEIGHT: 39.08 FLOOR: DUR FACTOR= 1.0 'J PSF=TCLL-TCDL-BCLL-BCDL 40.0520,u,U.O,�.0 ROOF: DUR FACTOR= 1.25 PSF=TCLL-TCDL-BCLL-BCDL 30.0115.0)0.0710.0 *NON -CONCURRENT BC LL 10psf CONCURRENT BC STORAGE LL 20 psf MWF = MAIN WIND FORCE C&C = COMPONENTS AND CLADDING TOB = TOP OF BEARING TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD DL DEAD LOAD psf = POUNDS PER SQUARE FOOT # =POUNDS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. ALL GIRDER/COLUMN LOADS MUST BY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. I LL W U) U) _J Z) III CC%) D Ity- - F— LJ.,I W 0 I - Ili C0 D I-- 0 Z 0 0 RECOMMENDED ON FLOOR TRUSSES SPANNING 20t-0" OR MORE L iiU 1 lull: .o. Y/i1VJ VKCHI CK I tVMIV 3U-U UST BE SET WITH A SPREADER BAR. THE PDREADER BAR SHOULD BE AT LEAST 112 '3 IN LENGTH AS THE SPAN OF THE. TRUSS SING SET. EFER TO BCI-B1 FOR COMPLETE RECTION AND SAFETY PROCEDURES. ALL BEAMS BY BUILDER � SUPPORT ANY PLANT SHELVES tea* 3- 5_ 6- (D 0) (U (1m" if .'.{S.AIM1..::•R?.1m.,'M1•n,TT^....+.,......giiy-,npap�..;....T...m.n. ..y^.�my..rmw.�.as...-vr.... - .... ey.w.{+.......- .nM,.AW^n Lumber design values are in accordance with. ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 27379 - Labarbiera Res. Site Information: Customer Info: Phoenix Realty Homesl Lot/Block: 35 Address: 8224 S. Ocean Drive City: Jensen Beach Project Name: Lababiera Res. Model: Subdivision: Diamond Sands State: FL. 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: FBC2010ITP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 [All Heigh][I Wind Speed: 170 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 102 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. JNo. I Seal# I Truss Name Date No. I Seal# Truss Namqv25/014 Date 11 T6487791 -•CJ1 8/25/014 18 T6487808 -E.RD 12 I T6487792 I -CJ3 18/25/014 119 I T6487809 I -EJ7E 8/25/014 1 13 IT6487793 I-CJ3A 18/25/014120 IT6487810 I-•EJ7F 18/25/0141 14 IT6487794 I-CJ31B 18/25/014121 IT6487811 I-EJ7S 18/25/0141 15 I T6487795 I -CJ3C 18/25/014 122 . I T6487812 I -EJ7S 1 18/25/014 16 I T6487796 I ~CJ5 18/25/014 123 I T6487813 1-EJ7S2 18/25/014 1 17 I T6487797 I -CJ5A 18/25/014 124 I T6487814 I -EJ7T 1 8/25/014 1 18 IT6487798 I-CJ5T 18/25/014125 IT6487815 1~EJ7T1 18/25/014 19 I T6487799 I -CJ5T1 18/25/014 126 I T6487816 I -HJ4 18/25/014 1 110 I T6487800 1-CJ5T2 18/25/014 127 I T6487817 I -HJ5 18/25/014 1 Ill IT6487801 I-EJ4 18/25/014128 ET6487818 I-HJ6 18/25/0141 112 I T6487802 I -EJ5 18/25/014 129 I T6487819 I -HJ7 18/25/014 1 113 I T6487803 I -EJ6 18/25/014 130 I T6487820 1-HJ7S 18/25/014 114 I T6487804 I -EJ7 18/25/014 131 I T6487821 I -HJ7T 18/25/014 1 115 I T6487805 I -EJ7A 18/25/014 132 I T6487822 I -HJ7T1 18/25/014 116 I T6487806 I -EJ7B 18/25/014 133 I T6487823 1-HJ7T2 18/25/014 117 I T6487807 I -EJ7C 18/25/014 134 I T6487824 I A01 G 1 8/25/014 1 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2015. 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. 0 W u u 1 1i11°° OUIN VF .° .�` 0EN P. * : 68182 .: = yt =-o: ; irZ STATE OF O'•. w ' , C? FL Cert. 6634 August 25,2014 Velez, Joaquin 1 of 2 RE: 27379 - Labarbiera Res. Site Information: Customer Info: Phoenix Realty Homesl Lot/Block: 35 Address: 8224 S. Ocean Drive City: Jensen Beach Project Name: Lababiera Res. Model: Subdivision: Diamond Sands State: FL. No. I Seal# Truss Name I Date I No. Seal# I Truss Name Date 35 T6487825 A02 8/25/014 78 T6487868 C13 8/25/014 136 IT6487826 I A03 18/25/014 179 IT6487869 I C14 8/25/014 17 IT6487827 I A04. 18/25/014 I80 I T6487870 I C15 18/25/014 I 138 IT6487828 I A05G 18/25/014 181 I T6487871 I C16 18/25/014 I 139 I T6487829 I B01 G 18/25/014 182 I T6487872 I C 17 18/25/014 I I40 I T6487830 I B02 18/25/014 183 I T6487873 I C 18 18/25/014 I 141 IT6487831 I B03 I8/25/014 184 IT6487874 IC19 18/25/014 I 142 I T6487832 I B04 18/25/014 185 I T6487875 I C20 18/25/014 I 143 I T6487833 I B05 18/25/014 186 I T6487876 I C21 18/25/014 I 144 I T6487834 I B06 18/25/014 187 I T6487877 I C22 18/25/014 I 145 I T6487835 I B07 18/25/014 188 I T6487878 I C23G 18/25/014 I 146 I T6487836 I B08 18/25/014 189 I T6487879 I D01 18/25/014 I 147 I T6487837 I B09 18/25/014 190 I T6487880 I D02 18/25/014 I 148 IT6487838 I B10 18/25/014 191 IT6487881 I D03 18/25/014 I 149 IT6487839 I B11 18/25/014 192 IT6487882 I D04 18/25/014 I I50 IT6487840 I B12' I8/25/014 193 IT6487883 I E01G 18/25/014 I 151 IT6487841 I B13 I8/25/014 194 IT6487884 I F01G 18/25/014 I 152 IT6487842 I B14 18/25/014 195 IT6487885 I F02 18/25/014 I 153 I T6487843 I B15 18/25/014 196 I T6487886 I F03 18/25/014 I 154 IT6487844 I B16 I8/25/014 197 IT6487887 I FG1 18/25/014 I 55 IT6487845 I B17 8/25/014 198 IT6487888 I FG2 18/25/014 I 156 IT6487846 I B18 18/25/014 199 I T6487889 I FG3 18/25/014 I 157 I T6487847 I B19 18/25/014 1100 I T6487890 I FG4 18/25/014 I 158 IT6487848 I B20 I8/25/014 I101 IT6487891 IG01 I8/25/014 I 159 IT6487849 I B21 I8/25/014 I102 IT6487892 I G02 18/25/014 I I60 IT6487850 I B22 I8125/014 I I I I I I I I I I I I I I I I I 161 IT6487851 I B23 18/25/014 162 I T6487852 I B24 18/25/014 163 IT6487853 I B25G I8/25/014 164 I T6487854 I C01 G 18/25/014 165 IT6487855 I CO2G 18/25/014 166 I T6487856 I CO3 18/25/014 167 IT6487857 I C04G 18/25/014 168 IT6487858 I C05 I8/25/014 169 IT6487859 I C06 18/25/014 I70 IT6487860 I C07 18/25/014 171 'IT6487861 I C07A 18/25/014 172 IT6487862 I C08G 18/25/014 173 IT6487863 I C09 18/25/014 174 I T6487864 I C09A 18/25/014 175 IT6487865 I C10G 18/25/014 176 IT6487866 I C11 I8/25/014 177 IT6487867 I C12 18/25/014 2 of 2 Job Truss Truss Type Qty Ply Res. i �Labarbiera T6487791 27379 -CJ1 Jack -Open 22 1 I Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MiTek Industries, Inc. Fri Aug 22 15:58:50 2014 Page 1 ID:TE6gT_te7mgvzQdQ23vu9aylas= H900b35pTLEvKCBcDueDsdxDdz_ncOrBYOmIL7ylG63 1-5-4 1 1-5-4 0- - 2 Provide bearing connection(s) to resist horizontal reaction(s) shown. 2x3 = Scale =1:9.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.09 Vert(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.13 Vert(TL) 0.00 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=127/Mechanical, 5=32/Mechanical Max Horz 2=126(LC 1), 5=214(LC 8) Max Uplift 2=-160(LC 8), 5=-53(LC 8) Max Gram 2=127(LC 1), 5=35(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; 13=45ft; L=24ft; eave=4ft; Cat. il; 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,`1�1� r 1 rrlr�, 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 `�� QU N will fit between the bottom chord and any other members. P` 6) Refer to girders) for truss to truss connections. �� ,� .•'� C E N 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 2 and 53 to uplift at ,�� •' F•'•, joints. N( 68182 8) N/A '• 7k :f •: >k 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 'Q ' T O F : 44/ arI lilt FL Cert. 6634 August 25,2014 A WARMM -Verity design parameters and AfiU7 A 07ES ar]7N7SAND MaUDED MMKtiEFEREACE A46E MSI-7473 rsr. 1/29/201JED 0 MUSE 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 MOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding RYA 7 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. 1f Sauthem Fine7SF� lumber is specified, the design valutas are those effective QS1101122013 hyALSC Tampa, FL 33610-4115 Job Truss Truss Type Qly Ply Labarbiera Res. 76487792 27379 -CJ3 Jack-Open 14 1 I Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 3-6-0 Refer to MiTek "TOE -NAIL" Detail for connection to supporting carrier truss (typ all applicable jacks on this job) 7,530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:51:41 2014 Page 1 I D: TE6gT_te?mgvzQdQ23vu9aylas_-gYNX083Ov8hB6iiij4M QvfN Ed UX?BrnN StB3j Lyl IrW Scale = 1:15.1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- . 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.20 BC 0.17 WB 0.08 (Matrix-M) DEFL. in Vert(LL) 0.00 Vert(TL) 0.00 Horz(TL) -0.01 (loc) I/defl Ud 6-7 >999 240 6-7 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 13 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=360/0-8-0, 3=35/Mechanical, 6=-16/Mechanical Max Horz 7=224(LC 8) Max Uplift7=-349(LC 8), 3=-86(LC 8), 6=-16(LC 1) Max Grav 7=360(LC 1), 3=64(LC 13), 6=24(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 1-7=-266/74 WEBS 2-7=229/261 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing, plate capable of withstanding 349 lb uplift at joint 7, 86 lb uplift at joint 3 and 16 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 August 25,2014 AWMWMa A.6fr design P.—Mrs and READ AV7ES ON 7NISAN0 I=UDED HTTEKREFERENCE PAGE NII-7473 re R V29120248E'UMIM Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component.�� my 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7Pl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information Iva able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vq 2314. tfSautherEP"ine{SP lumber is specified,thedesignvaluesarethozeeffective06 0112013byALSO Tampa, FL 33610.4115 Job Truss Truss Type ty Ply Labarbiera Res. :J2 T6487793 27379 -CJ3A Jack -Open 1 Job Reference (optional) East Coast Truss, Fart Pierce, FL. 34946 3-6-0 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:51:42 2014 Page 1 ID:TE6gT to?mgvzQdQ23vu9aylas= IlxvDU3OfSp2ksHyHnufSsvPwusallzXhXwcGoyllrV Scale = 1:15.1 1-6.0 i 1-fr0 7 5 1xa II 2-0-0 3-8-0 0-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.23 Vert(LL) 0.00 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.22 Vert(TL) 0.00 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=394/1-0-0, 3=16/Mechanical, 6=-31/Mechanical Max Horz 7=224(LC 8) Max Uplift7=-393(LC 8), 3=-66(LC 8), 6=-31(LC 1) Max Grav 7=394(LC 1). 3=51(LC 6), 6=34(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 1-7=-313/98 WEBS 2-7=-242/273 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; 6=45ft; L=24ft; eave=4ft; 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 lb uplift at joint 7, 66 lb uplift at joint 3 and 31 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦♦♦�,.`&I N rfIII N 68182 T OF '441� C �♦ FL Cert. 6634 August 25,2014 ®WARKAG- Veritydeiiga pars ..and READ ROTES ON THISAND JMWED HITEKREFEREME PAGE MA-7473 rer. J12912014BtWMUSE Design valid for use only with f•LTek 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 A AiT�iIS.• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 7V� 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7PI1 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informailon va-able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. tfSuuthemPine ISP Iumber isspecified, the detignvalues axe thvseeffettive46 01/2013byAL5C Tampa, FL 33610-4115 Job Truss Type Qty Ply Labarbiera Res.T64J3B Fuss Jack -Open 4 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 3-6-0 7.530 s Jul 112014 MTek Industries, Inc. Fri Aug 22 12:51 A2 2014 Page 1 I D:TE6gT_te?mgvzQd Q23vu9aylas_-I lxv DU 3OfSp2ksHyH nufSsv PfusCtlxXhXwcGoyl I rV Scale = 1:15.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.25 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.24 Vert(TL) 0.00 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=414/0-8-0, 3=5/Mechanical, 6=-40/Mechanical Max Horz 7=224(LC 8) Max Uplift7=-419(LC 8), 3=-53(LC 8), 6=-40(LC 1) Max Grav 7=414(LC 1), 3=47(LC 6), 6=43(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 1-7=-337/110 WEBS 2-7=-251/282 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 419 lb uplift at joint 7, 53 lb uplift at joint 3 and 40 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Oki I N' i N 68182 T OF \ FL Cert. 6634 August 25,2014 ®WARMAG-Vdfr design pa—M. and MAD iM7ESGN TMSAM TM UDED NITEKREFERENCIF GAGE HN-T-073 rea JVn1201JBD WV3E 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 p A�Tek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding � V fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 ifSvuthernlrrre�SR�lumberisspecified,thedesignvalues are thoseeffective 0 01/ZMbyALSC Job Truss Truss Type Qly Ply Labarbiera Res. T6487795 27379 -CJ3C Jack -Open 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 3-6-0 7.530 s Jul 11 2014 MTek Industries, Inc. Fri Aug 22 12:51:42 2014 Pagel i D:TE6gT_te?mgvzQdQ23vu9aylas_-I Ixv D U3OfS p2ksHyHnufSsvP9 usxtl?XhXwcGoyl IrV Scale = 1:15.1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC201 OfTPI2007 CSI. TC 0.22 BC 0.19 WB 0.08 (Matrix-M) DEFL. in Vert(LL) 0.00 Vert(TL) 0.00 Horz(TL) -0.01 (loc) I/deft Ud 6-7 >999 240 6-7 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 13 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=376/0-10-0, 3=26/Mechanical, 6=-23/Mechanical Max Horz 7=224(LC 8) Max Uplift7=-370(LC 8), 3=-77(LC 8), 6=-23(LC 1) Max Grav 7=376(LC 1), 3=57(LC 13). 6=27(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 1-7=290/86 WEBS 2-7=-235/266 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the of the fabricator to increase sizes to account for these factors. f f ►���` responsibility plate 3) Plates checked for a plus or minus 0 degree rotation about its center. ,``e�►1191 ``� 4v N V I�.. �C� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' ,,� OP.•...... I� �i 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 ` G E N V� SF•• fit between the bottom chord and any other members. : ••� 6) Refer to girder(s) for truss to truss connections. N( 68182 •� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 370 lb uplift at joint 7, 77 lb uplift at joint 3 * �• and 23 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. =_ T OF :•�/ %% `C? FL Cert. 6634 August 25,2014 ®wl"I '-Verify design parameters and READ imms CN 1NISAM inauDED mr7EKREFERE&cE WE M11-7473—t%29/2014BEFOREUSE ■■! Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �e 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 p AI���. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding � V� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1f 5nuthern Pirre�fiP� lumber is specified; the cle5iga values are iltvse effective 05 10112M byAL5C Job Truss Truss Type Qty Ply Labarbiera Res. T6487796 27379 -CJ5 Jack -Open 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 t.oau s uai i i zurc mi i eK industries, inc. Fri Aug 22 i2;5 i:no cu is rage i ID:TE6gT te7mgvzQdQ23vu9aylas=mxVHRg4eQmxvMOs8gVPu_4SWCICPckTgvBgAoEyllrU 5-6-0 7 65 1x4 II Scale = 1:21.5 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ` BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.45 BC 0.24 WB 0.13 (Matrix-M) DEFL. in Vert(LL) -0.01 Vert(TL) -0.02 Horz(TL) -0.02 (loc) I/defl Ud 6-7 >999 240 6-7 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 Tek recommends that Stabilizers and required cross bracing installedduring truss erection, in accordance with Stabilizer Fbe tallation guide. REACTIONS. (lb/size) 7=438/0-8-0, 3=1 31 /Mechanical, 6=30/Mechanical Max Horz 7=352(LC 8) Max Uplift 7=-371 (LC 8), 3=-212(LC 8), 6=-3(LC 8) Max Grav 7=438(LC 1). 3=167(LC 13), 6=63(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=372/277 BOT CHORD 1-7=-471/352 WEBS 2-7=-366/436 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 7, 212 lb uplift at joint 3 and 3 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,Qv I N 1 i N 68182 � 74' � • 7{ r T OF :•441 C? � .4SS��rNA1e� FL Cert. 6634 August 25,2014 ® LYARMM -Verify deti9n paramerers and READ No7ES ON MSAND ]NO.dDED NITEKREFERE&OF WE HZI-7473 .. I/Z912024BElUWt15E ■■■■ 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 iViiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information civoUoble from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4175 IfSauthernPine SP lumberisspecified,thedesignvalueaarethoseeffective0510112013byALSC Job Truss Truss Type Qly Ply Labarbtera Res. T6487797 27379 -CJSA Jack -Open 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:51:43 2014 Page 1 ID:TE6q' _te?mgvzQdQ23vu9aylas= mxVHRg4eQmxvMOsBgVPu_4SXalCkclVgvBgAoEyllrU 5-6-0 5-6-0 Scale = 1:21.7 7 65 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.43 Vert(LL) -0.01 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.22 Vert(TL) -0.01 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=445/0-10-0, 3=127/Mechanical, 6=27/Mechanical Max Horz 7=352(LC 8) Max Uplift7=-382(LC 8), 3=-207(LC 8), 6=-3(LC 9) Max Grav 7=445(LC 1), 3=163(LC 13), 6=60(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown. TOP CHORD 1-2=-365/255 BOT CHORD 1-7=-436/352 WEBS 2-7=360/429 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 382 lb uplift at joint 7, 207 lb uplift at joint 3 and 3 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Voo '�. i *: N 68182 o- T OF Z '.O•• u✓: ONAtE��``�. �/I11111111 FL Cert. 6634 August 25,2014 INMXrr. -Vedfif design yaramerers and RF_4D M17ES CN TWSAND MO.11DED HITEtf REFEREME PAGE Hrl-7473.. 1/29/20Id BD;MLEE 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 responsibility of the I���. 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 SCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1fS¢utherltlxne�5p lumber is specified, the desaFnvalues arethos�effective06:{i1j2013byALSC Job Truss Truss Type Qty Ply Labarbiera Res. II T6487798 27379 -CJ5T Jack -Open 7 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 /.03U a Jul 11 ZU14 MI I eK Inauslrles, Inc. i-rl Aug L"L 11:01:441u14 Page 1 ID:TE6gT te?mgvzQdQ23vu9ayias_-E72geA5GB33mzARKOCw7XH?iTiYbLCwgerPjKgylIrT 4.2.0 5-5-4 5- 0 1 4-2-0 1-3-4 0- 12 Scale = 1:21.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 30.0 Plates Increase 1.33 TC 0.42 Vert(LL) TCDL 15.0 Lumber Increase 1.33 BC 0.24 Vert(TL) BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=443/0-8-0, 4=139/Mechanical, 7=17/Mechanical Max Horz 10=352(LC 8) Max Uplift 10=-379(LC 8), 4=-212(LC 8) Max Grav 10=443(LC 1), 4=183(LC 13), 7=34(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-354/337 BOT CHORD 1-10=-581/413 WEBS 2-10=-360/392 in (loc) I/dell Ud PLATES GRIP 0.06 9 >715 240 MT20 244/190 0.05 9 >863 180 -0.03 4 n/a n/a Weight: 22 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 379 lb uplift at joint 10 and 212 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Oki I N 1/VF N 68182 :� • T OF LU 10 Eo` ��/llllli�� FL Cert. 6634 August 25,2014 'AwmMm. -Vedfy design parameters and READ A07ES CR 7KSAM IACIUDED MMKREEERENI E PAGE MII-7473 rex 1/29/2011BDU MUSE 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 responsibility of the MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, lconsult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL•33610-4115 lfsnumerrtPine[SP lumber is specified,thadesignvaluesarethineef#ettive06 01j2ta13txyALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487799 27379 -CJ5T1 Jack -Open 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:51:44 2014 Page 1 )dQ23vu9aylas= E72geA5GB33mzARKOCw7XH7j2iYFLCvg8rPjKgyllrT 4-6-0 . 0-11-4 M d N Ics Scale = 1:21.9 - 10 2xs .I 1x411 1-6.0 2-0-0 4-6.0 5-5-4 5- 0 1-6-0 0-6-0 2-6A 0-11-4 0- 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.38 Vert(LL) 0.04 9 >936 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.20 Vert(TL) 0.04 9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) -0.02 4 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=456/1-0-0, 4=130/Mechanical, 7=14/Mechanical Max Horz 10=352(LC 8) Max Uplift10=-399(LC 8), 4=-201(LC 8) Max Grav 10=456(LC 1). 4=176(LC 13), 7=28(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=349/271 BOT CHORD 1-10=-473/359 WEBS 2-10=-356/395 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer nstallation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 399 lb uplift at joint 10 and 201 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �` pP.• N * N 68182 T OF ' 44/ �►Itonn►� FL Cert. 6634 August 25,2014 AwARNIN;-4edtr. design parameters and AM M?ESGN7NISAND IMUDED MITEKREFEREME PAGE MII-7473 rea 1/29/291ISDU M Design valid for use only with Wek 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89and SCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 iiSoufhernpine�SP lumber is specified,thedesignvaluesaletha5eeffettive06 0112013byAL5C Job Truss Truss Type Qly Ply Labarbiera Res. T6487800 27379 -CJ5T2 Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 a Jul 11 2014 MITBK Inaustries, Inc. Fri Aug 2z U:51:45 2014 rage 1 I D:TE6gT_te?mgvzQdQ23vu9aylas_ jKc2sW6uyN BdbK?XywRM4VXto5tp4f1 zNV9Gs7yllrS 4-10-0 0-7-0 •• 0-0-12 Scale = 1:21.9 10 2x3 II 1.4 II 0 t-s-o -4-o a-o-o a7-4 0-0-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TIC 0.45 Vert(LL) 0.04 9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.25 Vert(TL) -0.03 9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) -0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=441/0-8-0, 4=148/Mechanical, 7=1 1 /Mechanical Max Horz 10=352(LC 8) Max Uplift 10=-375(LC 8), 4=-214(LC 8) Max Grav 10=441(LC 1), 4=193(LC 13), 7=21(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-364/308 BOT CHORD 1-10=-527/371 WEBS 2-10=-370/418 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. F ek recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer allation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 lb uplift at joint 10 and 214 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦°°�,,,QV I N ♦ OP•. °°, �GENg' •�1�i� N 68182 T OF tIi/` 0 • E FL Cert. 6634 August 25,2014 ®WAr6 M-Vedfr design Parameters and RM A07ES CM 7NISAM7IAn.rWED HITEK11MR&NOF PAGE MII-7473 rex I/19/201?BfraMUSE 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 1s the responsibillity of the iwiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing,. consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Bullding Component 6904 Parke East Blvd. safety Information vauuable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. ItSSautherAPin e$5Pl1umi7erL.specified, the designvaluesarethoseeifestive05 01/2013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487801 27379 -EJ4 Jack -Open 6 1 � Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 4-6-0 7.530 s dui i i 2uj4 Mi i.x mausni.s, inc. Fdnuy 22 12.5 ,45 au w ray. i ID:TE6gT_te?mgvzQdQ23vu9aylas= jKc2sW6uyNBdbK?XywRM4VXv?5tO4fOzNV9Gs7yllrS Scale=1:18.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.31 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.21 Vert(TL) 0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC201 0/TP 12007 (Matrix-M) Weight: 16 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=69/Mechanical, 4=-2/Mechanical, 5=421/0-8-0 Max Horz 5=284(LC 8) Max Uplift3=-121(LC 8), 4=-4(LC 9), 5=401(LC 8) Max Grav 3=99(LC 13), 4=30(LC 6), 5=421(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-268/102 BOT CHORD 1-5=-347/284 WEBS 2-5=290/341 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 3, 4 lb uplift at joint 4 and 401 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `e QQ;.• GE N * : N 68182 OF :•� O'• �U emit~ FL Cert. 6634 August 25,2014 6ymwArs -Verify design pam"'Mrs and READ AC)7ESGN7HISAtM JNaVDED MITEKREFEREACE PAGE MII-7473 re v. J12911014BERMUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek* Ir��• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �V fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormation vas able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1, Sn uthern Pirte7SP� lumber is specified, the d esign values are those effective 06I01/2013 hyALSc Job Truss Truss Type Qty Ply Labarbiera Res. T6487802 27379 -EJ5 Jack -Open 7 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 5-6-8 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:51:45 2014 Page 1 I D: TE6gT_te?mgvzQdQ23vu9aylas_-j Kc2s W6uyN B db K?XywRM4VXsy5tf4etzN V9 Gs7yl IrS Scale = 1:21.6 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010ITPI2007 CSI. TC 0.50 BC 0.26 WB 0.13 (Matrix-M) DEFL. in Vert(LL) -0.01 Vert(TL) -0.02 Horz(TL) -0.02 (loc) I/dell Ud 4-5 >999 240 4-5 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-6-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=131/Mechanical, 4=28/Mechanical, 5=444/0-8-0 Max Horz 5=351(LC 8) Max Uplift3=-201(LC 8), 4=-4(LC 8), 5=-379(LC 8) Max Grav 3=165(LC 13), 4=58(LC 3), 5=444(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-374/289 BOT CHORD 1-5=-489/351 WEBS 2-5=-377/451 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. il; 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift at joint 3, 4 lb uplift at joint 4 and 379 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N 68182 �� • T OF ' 141 i'SS,O N p, FL Cert. 6634 August 25,2014 ®WARMM. -yedfr design parameters and BEAD N07ES GN 7NISAfA INCLUDED MITEKREFEREN E PAGE 14II-7473 rex 3129120I4DfiaREUSE Design valid for use only with Wek 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 iViil'ek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gqvas able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 IfStauthernPine4SP lumberisspecified,thedesignvalues are these effe#ive06 01/2013hyAL5C Job Truss Truss Type Qty Ply Labarbiera Res. T6487603 27379 -EJ6 Jack -Open 10 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 6-8-8 LbaU a JUI 11 ZU14 mi I eK maustries, inc. rri Aug Zz 12:01:46 ZU14 rage 1 ID:TE6gl_te?mgvzQdQ23vu9aylas= BWAQ3s7XjhJUDUajWdybci4wDV95p5V7b9ugPZylIrR Scale = 1:24.4 1x4 II 1-60 -11- 6-8-8 1-6-0 -5-0 4-9-8 Plate Offsets (X.Y)-- I1:0-1-9,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.92 Vert(LL) 0.03 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.50 Vert(TL) -0.05 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) -0.05 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ciuide, REACTIONS. (lb/size) 3=173/Mechanical, 4=42/Mechanical, 5=516/0-10-0 Max Horz 5=426(LC 8) Max Uplift3=-260(LC 8). 4=-7(LC 8). 5=-423(LC 8) Max Grav 3=214(LC 13), 4=78(LC 3), 5=516(LC,1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-480/556 BOT CHORD 1-5=-917/604 WEBS 2-5=-488/585 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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 It1' 1111111 f 51,E 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ♦`♦ responsibility of the fabricator to increase plate sizes to account for these factors. OP.' • • • `�,� 3 Plates checked fora plus or minus 0 degree rotation about its center. p s 4) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. °° �. , �GENg'• ��is .' F�'•• psf ♦ 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 N 68182 fit between the bottom chord and any other members. = * 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 3, 7 lb uplift at joint 4 and 423 lb uplift at joint 5. -� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T O F :01IJJ 11111111 FL Cert. 6634 August 25,2014 ®WARNING -Verify design Par m-aad READ M TES GN 77USAND INCLUDED NTTEKREFEREAt1 PAGE NII-7473 naa 112912014BIrOBEWE '- 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 MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, ;consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 if5authernPine�SP lumberisspesdled,thedesignvaluesarethoseeffetiive05/01/2MbyALSC Job Truss Truss Type Qly Ply Labarbiera Res. T6487804 27379 -EJ7 Jack -Open 11 1 Job eference (optional) East Coast Truss, Fort Plerce, FL. 34946 3x3 (.WV s Jul I 1 Z 14 IVII I eK Inuumn-, Ino. r❑ uy cc IL:01:40 z 14 raye i ID:TE6gT_te?mgvzQdQ23vu9aylas_ BWAQ3s7XjhJUDUajWdybci4ykVAOp4u7b9ugPZylirR 7-6-0 3x6 11 1-6-0 1 10- 7-6-0 1-6-0 -4•0 5-8-0 Scale = 1:26.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.82 Vert(LL) 0.06 4-5 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.44 Vert(TL) -0.09 4-5 >721 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.21 Horz(TL) -0.07 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 26 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stallatio guide, REACTIONS. (lb/size) 3=207/Mechanical, 4=53/Mechanical, 5=558/0-8-0 Max Horz 5=476(LC 8) Max Uplift3=-305(LC 8), 4=-9(LC 8), 5=-438(LC 8) Max Grav 3=252(LC 13), 4=94(LC 3), 5=558(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=577/847 BOT CHORD 1-5=-1372/876 WEBS 2-5=-593/717 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. Il; 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 305 lb uplift at joint 3, 9 lb uplift at joint 4 and 438 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 August 25,2014 ® F9ARNIM -Verify deliyn Para.. W rs and READ M77ES ONTHISAND INCLUDED NITEKREFERENtE PAGE MII-7473 rex t/2912014BEFUREUSE 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 responsibility of the iViiTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vaable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1iSautheTnPine�SF' Iumbffisspeiified,the ttesignvalues aretho3ee ective061O1f2413byALSC Job Truss Truss Type City Ply Labarbiera Res. T6487805 27379 -EJ7A Jack -Closed Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 r.osu s uw i i zu i4 mi i ex mausmes, inc. Fri Aug cc ILA i:41 LU 14 rage I ID:TE6gT te?mgvzQdQ23vu9aylas_fikoHC79U_SKgd9v3LTg9wdEvvTEYZoGgpeNx?yllrQ 3-8-0 n HUS26 5x5 = 3x4 11 Scale = 1:27.3 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC20101TP12007 CS]. TC 0.34 BC 0.63 WB 0.11 (Matrix-M) DEFL. in (loc) I/defl L/d Vert(LL) 0.03 3-4 >999 240 Vert(TL) -0.04 3-4 >947 180 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 33 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-4: 2x8 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=526/0-8-0, 3=598/Mechanical Max Harz 4=375(LC 8) Max Uplift4=-290(LC 6), 3=-757(LC 8) Max Grav 4=526(LC 1), 3=641(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-291/154, 3-5=-291/154 WEBS 1-3=-191/361 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=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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 `♦♦♦ F 3) Plates checked for a plus or minus 0 degree rotation about its center. gyp,•.... [� .. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦ ,o , �(`, E N S+'•, �� F 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 between the bottom chord and any other members. 8182 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 290 Ib uplift at joint 4 and 757 Ib uplift at joint 3.8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.9) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) orequivalentat 2-0-12fromthe left end to connect F •,truss(es) to back face of bottom chord. �,0 41.111#1� 10) Fill all nail holes where hanger is in contact with lumber.Q,.'11) In LOAD loads the truss front back the CASES) section, applied to the face of are noted as (F) or (B).j0.• G�LOAD CASES) Standard A�E�.o`♦1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 111"It Uniform Loads (plf) Vert: 1-2=-90, 3-4=-20 FL Cert. 6634 August 25,2014 Continued on Dacie 2 AWARKM-yesirr design Paramemrs and BEAD M7ESCr17NI9AA0D INaUDED HITEKREFERENX PAGE 14I7-7473.x I12912014BEFOAEUSE Design valid for use only with M7ek 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 p ��T��• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ! V� 9 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormation va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1i5outhernP-ine7SP�lLimber issperifted,thede:ignvalues arethoseef#ectiveO6 O112O1317yAL5C Job Truss Truss Type Qty Ply Labarblera Res. ` T6487605 27379 ^EJ7A Jack -Closed Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 5=-770(B) fasu s Jul-II-19 N11IBK in—rklb, Inu. FI uy— IL6I4f 4ui4 reyu2 ID:TE6gT_te?mgvzQdQ23vu9aylas= fikoHC79U_SKgd9v3LTg9wdEvvTEYZoGgpeNx?yilrQ ®WARM -Verity design parameters and HEAD FA TES CN TRISAND IN42UDED HITEKREFERE&CE PAGE Mll-7473 rea.V29/70I68FF0 USE r 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 MiT®k• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing,, consult ANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 lfSauih rnP"in lumberisspetified,thedesignvaluesasethoseeffective06 011201311byALSC Job Truss Truss Type Qty Ply Labarblera Res. T6487806 27379 -EJ7B Jack -Open 1 1 , Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7-6-0 I sxa — 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.33 TC 0.82 TCDL 15.0 Lumber Increase 1.33 BC 0.44 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=207/Mechanical, 4=53/Mechanical, 5=55810-8-0 Max Horz 5=476(LC 8) Max Uplift3=-305(LC 8), 4=-9(LC 8), 5=-438(LC 8) Max Grav 3=252(LC 13), 4=94(LC 3), 5=558(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-577/847 BOT CHORD 1-5=1372/876 WEBS 2-5=-593/717 7.530 s Jul 112014 MITeK industries, Inc. Fri Aug 22 12:51:48 2014 Page 1 ID:TE6gT_te?mgvzQdQ23vu9aylas_-7UTAUY8nFlaBSnk6d2_3h791EJ5U H_OP3TNwTRylirP Scale = 1:28.6 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.06 4-5 >999 240 MT20 244/190 Vert(TL) -0.09 4-5 >721 180 Horz(TL) -0.07 3 n/a n/a Weight: 26 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installailoo gUide, NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom, chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 305 lb uplift at joint 3, 9 lb uplift at joint 4 and 438 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 August 25,2014 ®WARNIAr.-Vedfy design Parameters ad PLEAD NG TES GN MrSAND I aUDED MITELIREEERENCE PAGE MII-7473 rax 1/29/2011BO VUSE Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the iv�iTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information varuble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If Sauttiern Pine�SPp Iunl2rer is specified, the design values are those effective 06/ZOYf243n byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487807 1 27379 -EJ7C Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 S JUI 11 2014 Mrl eK industries, Inc. Fri Aug 22 12:61:48 2014 Page 1 ID:TE6gT_le?mgvzQdQ23vu9aylas= 7ulAUY8nFlaB8nk6d2_3h79KIJodH1 mP3TNwTRylIrP i 1-0.0 2-0.0 4 1-0.0 1-0.0 221 O 3x8 2x4 II 1x4 II 7 nn 4x4 = 1x4 II Scale = 1:24.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.69 Vert(LL) 0.27 7-8 >259 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.69 Vert(TL) -0.30 7-8 >235 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) -0.21 6 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 30 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 *Except* end verticals. 6-9: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 *Except* 6-0-0 oc bracing: 8-9. 1-11: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=323/0-10-0, 5=129/Mechanical, 6=194/Mechanical Max Horz 11=194(LC 8) Max Uplift 11 =-217(LC 8), 5=-120(LC 8), 6=-167(LC 8) Max Grav 11=323(LC 1), 5=129(LC 1), 6=202(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-252/208 BOT CHORD 9-10=-215/261 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=39ft; B=45ft; L=24ft; eave=4ft; 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. ,♦ , .• \ C E N ,s. •. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. ♦ .' �r F �� 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 Nc 68182 0 fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 11, 120 lb uplift at joint 5 and 167lb uplift at joint 6. �0 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T O F 1111110 FL Cert. 6634 August 25,2014 ®WARNIK'- Vedty design Daramarers and READ MITES ON MISAND IMWED MITEKREPERENCE PAGE MII-7473 a:.. I129/2014B UVUM 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 A'�e�• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 V 1 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 va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. if 5authem P'ine�SF� lumtTer is specified, the design values are tbvse effective t}6110112013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarblera Res. T6487808 27379 -EJ7D Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 S JUI 11 2014 MI1 eK Inaustnes, Inc. FrI AUg 22 12:51:49 ZU14 I -age 1 ID:TE6gT_te?mgvzQdQ23vu9aylas= b5sZit9POci24xJIBmWIELiTaj9000ZZ177U?uyllrO 1-0-0 6-2-0 1-0-0 5-2-0 Scale = 1:21.1 5' 3x4 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.78 BC 0.59 WB 0.00 (Matrix-M) DEFL. in Vert(LL) 0.18 Vert(TL) -0.20 Horz(TL) -0.31 (loc) I/dell L/d 4-5 >391 240 4-5 >347 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 7=323/0-10-0, 3=251/Mechanical, 4=72/Mechanical Max Horz 7=-139(LC 6) Max Uplift7=-288(LC 4), 3=-275(LC 5). 4=-15(LC 5) Max Grant 7=323(LC 1), 3=251(LC 1), 4=106(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 Ito uplift at joint 7, 275 lb uplift at joint 3 and 15 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ���Q131 N i N( 68182 o FL Cert. 6634 August 25,2014 AWARNINJ -Verity design paramemra and HEAD IM TESGN RtrSAND IAUUDED TQITFKREFEPSXr PAGE MII-7473 rex Ii2912016 SEFCOUSE Design valid for use only with M7ek 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 Rg A� is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �y� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Bivd. Safety Inlormatlon qqva able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 336104115 If Sou utharn Ville tSP lumber is specified, the desi�l values are the ,e effective Q6 10112i)13 by ALiC Job Truss Truss Type City Ply Labarbiera Res. T6487809 27379 -EJ7E Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITeK Industries, Inc. Frl Aug 22 12:bl:49 ZU14 Nage 1 ID:TE6gT_te?mgvzQdQ23vu9aylas= b5sZil9POci24xJIBmWIELiTBj9sOUzZ177U?uyllrO r 1-0.0 6-2-0 r 1-0-0 5-2-0 0 2x4 2x4 II 3x4 II 3x4 = Scale = 1:27.1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.81 BC 0.62 WB 0.00 (Matrix-M) DEFL. in Vert(LL) 0.22 Vert(TL) -0.20 Horz(TL) -0.66 (loc) I/dell L/d 4-5 >320 240 4-5 >346 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 31 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 7=323/0-10-0, 3=251/Mechanical, 4=72/Mechanical Max Horz 7=-231(LC 6) Max Uplift7=-31O(LC 4), 3=-294(LC 5), 4=-23(LC 8) Max Grav 7=323(LC 1), 3=251(LC 1), 4=106(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3:0psf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' ,11111111111111 �I�� 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 ♦,♦♦ QU N V fit between the bottom chord and any other members. � ♦ e� ♦�P. °' • • • • • • • <` ,�� 6 Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 310 lb uplift at joint 7, 294 lb uplift at Joint 30. ♦ •• �. F•••, .� and 23 lb uplift at joint 4. N( 68182 •� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �' ® • :�• T F 'it lilt FL Cert. 6634 August 25,2014 ®WARMNd -Vedff design paramaae. aad READ A07ES CN 7WSAND IAMUDED MLTEKREFEREAtE PAGE M27-7423 rex 112912014BEFUUVSE 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 p A'�®ems• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �V 9 Yl fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 quality Criteria, DSB-8? and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ff Sauther11 Pine7Sp� lumber is specified, the design values are those effective 06�01/2013 fay ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarblera Res. T6487810 27379 -EJ7F Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 3a 7.530 a Jul 112014 MITBK industries, Inc. Fri Aug 22 12:51:49 2014 Page 1 ID:TE6gT_te?mgvzQdQ23vu9aylas_ b5sZit9POci24xJIBmWIELiUSjALORLZ177U?uyllrO 1-0.0 6-2-0 1-ao 5-2-0 2x4 I I 5x5 = 2x4 11 3x4 = i 1-0.0 6-2-0 i 1.0.0 5-2-0 0 d h Scale = 1:32.7 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.72 Vert(LL) -0.03 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.53 Vert(TL) -0.09 5-6 >811 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) -0.04 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 45 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x6 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-5: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=323/0-10-0, 3=186/Mechanical, 4=138/Mechanical Max Horz 8=-316(LC 6) Max Uplift8=-339(LC 4), 3=-205(LC 4), 4=-161(LC 8) Max Grav 8=323(LC 15), 3=186(LC 1), 4=207(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 2-7=-218/340 WEBS 2-5=-236/256 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 339 lb uplift at joint 8, 205 lb uplift at joint 3 and 161 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 August 25,2014 I& WARNAU-Vedfil design Parameters and RFAD A07ESGH7KSAAV INCLUDED UDED MITEKREFEREh1E PAGE MII.7413 -K Ii291201140IrO8E115.E 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 responsibillify of the MiTek' fabrication, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 2314. Tampa, FL 33610-4115 1f5autharnPine�5R1lumber L5apeclfied, the design values axe fho3eeffective06 0112013byALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487811 27379 -EJ7S Jack -Open 3 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 r.oau sum n ZU14 mi i eK inausmes, mc. rn Aug zz sz:oi:ou zu14 rage s ID:TE6gT_te7mgvzQdQ23vu9aylas_ 3HQxvDAlnvgvh5uUIT1XnYF166WIwaiWnslYKylIrN 1-10-0 -3-13 4-2-0 5-2-0 6-2-0 6-8-4 7-6-0 1-10-0 -5-13 1-10.3 1-0-00-6-4 0-9-12 Scale = 1:28.1 2x3 = 11 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.28 Vert(LL) 0.09 8-9 >724 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.60 Vert(TL) -0.08 8-9 >878 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) -0.03 5 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 33 Ito FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except* 3-10,4-8: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=148/Mechanical, 6=132/Mechanical, 11=538/0-8-0 Max Horz 11=476(LC 8) Max Uplift 5=-1 97(LC 8), 6=-159(LC 8), 11=-397(LC 8) Max Grav 5=181(LC 13). 6=165(LC 13), 11=538(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-285/317 BOT CHORD 1-11=-546/295 WEBS 2-11=-366/354 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide, NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections.. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 5, 159 lb uplift at joint 6 and 397 lb uplift at joint 11. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I N i N 68182 T OF `,� u�in► FL Cert. 6634 August 25,2014 AWARMM- Wnify design Parameters and REAJI h417ES Cff MrSAM IhCILUDED HIfTEIfREEWAM PAGE MR-7473. r. 1129120148 iOUIISE 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 /q erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding 1 V I iTek* fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610-4115 ifSoutttempine�51}�lumoerisspecified, the desio valuesare thoseeffective06101/2013byALSC Job Truss Truss Type Ply Labarbiera Res. JQty T6487812 27379 -EJ7S1 Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s jui 11 20i4 MIT ind si,i.. in, rn Aug 22,2;5,;50 2014 ray. 1 ID:TE6gT_te?mgvzQdQ23vu9aylas= 3HQxvDA1 nvgvhSuUIT1 XnYFID6UTlwalWnsl YKyl IrN 6-10-0 1-10-0 -3-13 4-2-0 5-2-0 8-2-0 6-1 7-6-0 1-10-0 -5-13 1-10-3 1-0-0 1-0-0 N44 1 41 1112 a Scale = 1:28.1 2x3 = 13 2x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plates Increase 1.33 TC 0.28 Vert(LL) 0.08 10-11 >848 240 TCDL 15.0 Lumber Increase 1.33 BC 0.66 Vert(TL) 0.07 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) -0.02 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 'Except' 3-12,4-10: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=286/Mechanical, 7=-3/Mechanical, 13=535/0-8-0 Max Horz 13=476(LC 8) Max Uplift6=-384(LC 8), 7=-11(LC 13), 13=-393(LC 8) Max Grav 6=360(LC 13), 7=24(LC 8), 13=535(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-276/273 BOT CHORD 1-13=-472/283, 4-9=-226/272 WEBS 5-8=-357/342, 2-13=-366/354 PLATES GRIP MT20 244/190 Weight: 36 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer nstall ioAde. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 384 lb uplift at joint 6, 11 lb uplift at joint 7 and 393 lb uplift at joint 13. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. UI N <� , .•�\C•ENS'�;•.? Sri.► N 68182 • ► 441 Z :� • T OF 11N 111311110 FL Cert. 6634 August 25,2014 11 ® WARMPa -Vedfr design READ M7ESGNTNISAND IhIMUDED MITEKREFERE,`CE PAGE MII-7473.. 112912016 BDUREUSE 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 iVliTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-87 and BC51 Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 tfSuuthelrePine1SP�lumberisspecified,the€lesignvaluesarethoseeffective0ti til/"FOi3byALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487813 27379 -EJ7S2 Jack -Open 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 Z014 mi I ek industries, Inc. Fri Aug 22 12:b1:b1 204 rage 1 ID:TE6gl_te?mgvzQdQ23vu9aylas_ XT_J6ZAfYDymJFTgIAYmJmns5WtWUNIsIRcb4myllrM 1-10-0 313 4-2-0 5-8-4 7.6-0 1.10-0 5-13 1-10.3 1-9-12 3x3 = 8 2x3 II 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.33 TC 0.52 TCDL 15.0 Lumber Increase 1.33 BC 0.42 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except' 3-7: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=188/Mechanical, 5=72/Mechanical, 8=559/0-8-0 Max Horz 8=476(LC 8) Max Uplift4=-268(LC 8), 5=-57(LC 8), 8=-428(LC 8) Max Grav 4=230(LC 13), 5=87(LC 13), 8=559(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-462/706 BOT CHORD 1-8=-1197/766 WEBS 2-8=-382/368 Scale = 1:27.6 Id DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.20 6 >343 240 MT20 244/190 Vert(TL) 0.16 6 >431 180 Horz(TL) -0.06 4 n/a n/a Weight: 29 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 6-7. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stallation u'de NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 lb uplift at joint 4, 57 lb uplift at joint 5 and 428 lb uplift at joint 8. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `.4 CLUI N r�VF a c•Eti , i N 68182 : 3 T OF :•I/ 00. ,` FL Cert. 6634 August 25,2014 'A WA -V.dfr deiign parameters and READ M7ES G117UrSAMD IMUDED MITE1IREFEREAICEE PAGE MI1-7473 red VZ911014BEFORE USE Design valid for use any 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 responsibility of the n A,• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I�e IVY li fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. tff5outtlemf�rine�SF, luionlmberisspeeti£ede from Truss Plate lthedesignvalues 781 N. Lee axetthoseelffettive061Oiif201SbyALSO 4. Tampa, FL33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487814 27379 -EJ7T Jack -Open 8 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34940 1.03V s dui i I [u i4 MI i eK inausmes, inc. rn r 9 — rca i a, u w rage s I D:TE6gT_te?mgvzQdQ23vu9aylas_-XT_J6ZAfYDymJ FTgIAYmJmns5mwuNlslRcb4myllrM 4-2-0 7-6-0 4-2-0 3-4-0 Scale=1:27.6 3x3 = 8 2x3 II LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ` BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC20101TP12007 CSI. TC 0.52 BC 0.42 WB 0.11 (Matrix-M) DEFL. in Vert(LL) 0.20 Vert(TL) 0.16 Horz(TL) -0.06 (loc) Vdefl Ud 6 >343 240 6 >431 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 29 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-7: 2x4 SP No.3 6-0-0 oc bracing: 6-7. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatioii guide, REACTIONS. (lb/size) 4=188/Mechanical, 5=72/Mechanical, 8=559/0-8-0 Max Horz 8=476(LC 8) Max Uplift4=-268(LC 8), 5=-57(LC 8), 8=-428(LC 8) Max Grav 4=230(LC 13), 5=87(LC 13), 8=559(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-462/706 BOT CHORD 1-8=-1197/766 WEBS 2-8=-382/368 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 1`V ���I�� 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ♦♦♦♦��aU (�f responsibility of the fabricator to increase plate sizes to account for these factors. QP.. • • •' • �� �I 3 Plates checked fora plus or minus 0 degree rotation about its center. p e 4) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. ♦♦ �� � �GENS'• �'�,, .' �, �'.� i psf ♦ 5) ` This truss has been designed for a live lead of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will nJ 68182 r fit between the bottom chord and any other members. �' 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 lb uplift at joint 4, 57 lb uplift at joint 5 and 428 lb uplift at joint 8. "Semi -� 8) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �• T O F :� U✓ �0,.'�♦. C� ,fi;; �`,♦ qI i`` FL Cert. 6634 August 25,2014 AMUMMNedfrdesign Pa...mrsand READ R97ESGN MrSAM INGUIDED HITEKREFEREAM PAGE MII-M73 reK 1/29/201,1RU REME 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 responsibility of the iTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIi Quality Criteria, 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, FL 33610-4115 1f SauUTern Pine7SF lumber is specified, the design values are those elift a 061101ADIS hyALSC Job Truss Truss Type Qty Ply Labarbiem Res. I, T6487815 27379 -EJ7T1 Jack -Open 2 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:51:52 2014 Page 1 ID:TE6gTte?mgvzQdQ23vu9aylas_-?gXhKvBHJX4dxP2tsu3?szK2lwDlDgw?_5L8cDyllrL 44-6-0i _ 7-6-0 J 4-&0 3-0-0 Scale = 1:27.6 2x4 = 8 2x3 II 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.33 TC 0.46 TCDL 15.0 Lumber Increase 1.33 BC 0.41 BCLL 0.0 Rep Stress Incr YES WB 0.11 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-7: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=180/Mechanical, 5=73/Mechanical, 8=566/1-0-0 Max Horz 8=476(LC 8) Max Uplift4=-256(LC 8), 5=-65(LC 8). 8=-442(LC 8) Max Grav4=222(LC 13), 5=91(LC 13), 8=566(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-382/588 BOT CHORD 1-8=-1002/635 WEBS 2-8=-388/384 Id DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.18 6 >369 240 MT20 244/190 Vert(TL) 0.14 6 >462 180 Horz(TL) -0.05 4 n/a n/a Weight: 29 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 6-7. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sta at'o u' e NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. ll; 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 256 lb uplift at joint 4, 65 lb uplift at joint 5 and 442 lb uplift at joint 8. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N���PGO I N rrV,�, IN S *: N 68182 T OF w 0.0.�l/ �► 11 Jill►r FL Cert. 6634 August 25,2014 ,&wAMTr-vdfy design parameters and READ W7ESGHftlrSAAO 7A MED MfTEKREFERENX PAGE HU-7473 rsx 1I291201109:OAENSE Design valid for use only with MiTek connectors. This design is basedonlyupon 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 MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314, Tampa; FL 33610-4115 i#SauthernPine�SP lum&erisspecified,thedeesignvalueeaxethoseeffective06 01f1013byALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487816 27379 -HJ4 Diagonal Hip Girder 2 1 Job Reference o tionai East Coast Truss, Fort Pierce, FL. 34946 6-3.10 aI 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:51:52 2014 Page 1 ID:TE6q-rte?mgvzQdQ23vu9aylas_?gXhKvBHJX4dxP2tsu3?szK5_wGuDp8?_5L8cDylIrL Scale = 1:18.4 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC201 O/TPI2007 CSI. TC 0.26 BC 0.22 WB 0.16 (Matrix-M) DEFL. in Vert(LL) -0.01 Vert(TL) 0.01 Horz(TL) 0.00 (loc) I/dell Ud 6-7 >999 240 6-7 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 29 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I stallatiGiide. REACTIONS. (lb/size) 6=-96/Mechanical, 7=557/0-11-5 Max Horz 7=287(LC 5) Max Uplift6=-234(LC 14), 7=-702(LC 8) Max Grav 6=233(LC 20), 7=575(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-478/377 BOT CHORD 1-7=-301/503, 7-12=-407/391, 6-12=-407/391 WEBS 2-6=-294/334, 2-7=-525/552 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 ,0111111111/1 2) Plates checked for a plus or minus 0 degree rotation about its center. `� pU I N �<� 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. OP.• •..... • ��� • 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,,� `� , ,• G E N S; •.• �� fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. N 68182 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 lb uplift at joint 6 and 702 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = e 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 lb down and 121 lb up at -p 4-10-6, and 141 lb down and 121 lb up at 4-10-6 on top chord, and 37 lb down and 60 lb up at 4-10-6, and 37 lb down and 60 lb up at p T F 4-10-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).LOAD 00 . (V '�i •, P •� \�,�� O Standard )Live 1) Dead +A Roof (balanced): Lumber Increase=1.33, Plate Increase=1.33 �s`S N Uniform Loads (plf) 111111111{I�, Vert: 1-3=-90, 3-4=-90, 5-8=-20 Concentrated Loads (lb) Vert: 11=170(F=85, B=85) 12=62(F=31, B=31) FL Cert. 6634 August 25,2014 ®WAf M?r. -Verity design P....W. and READ W7ES GN THISAND IHC2.r DED MITEKREEEREN EPAGE MII-M73 rex 1/29/20IQBUM USE Design valid for use only with Wek 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 M'Tek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-8? and BCSI Building Component 6904 Parke East Blvd. Safely Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 1f SiTuthern Pine�SP� lumber is specified, the design values are those effective 01a10:112013 by ALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487817 27379 -HJ5 Diagonal Hip Girder 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 S Jul 112014 MITeK Industries, Inc. Fri Aug 22 12:51:53 2014 Page 1 ID:TE6gT_te7mgvzQdQ23vu9aylas_ Us53XFCw4gCUYYd3QbaEOBsE8KdjyGJ9C15h9fylIrK 7-9-5 _... 7 46 = 5 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.33 TC 0.42 TCDL 15.0 Lumber Increase 1.33 BC 0.18 BCLL 0.0 Rep Stress Incr NO WB 0.17 BCDL 10.0 Code FBC201O/TPI2007 (Matrix-M) DEFL. in (too) I/dell L/d PLATES GRIP Vert(LL) -0.02 6-7 >999 240 MT20 244/190 Vert(TL) -0.02 6-7 >999 180 Horz(TL) -0.00 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=166/Mechanical, 7=542/0-11-5 Max Horz 7=353(LC 5) Max Uplift6=-261(LC 5), 7=-637(LC 8) Max Grav 6=237(LC 28), 7=562(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-417/277 BOT CHORD 1-7=-217/434, 7-12=-426/299, 6-12=-426/299 WEBS 2-7=-527/568, 2-6=-200/303 Scale = 1:21.9 Weight: 37 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261 lb uplift at joint 6 and 637 Ito uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 lb down and 126 lb up at 4-10-6, and 150 lb down and 126 lb up at 4-10-6 on top chord, and 19 lb down and 36 lb up at 4-10-6, and 19 Ito down and 36 lb up at 4-10-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 5-8=-20 Concentrated Loads (lb) Vert: 11=110(F=55, B=55) 12=37(F=18, B=18) ♦♦��,,`Qv N N 68182 T F C? FL Cert. 6634 August 25,2014 ®WARMM-Verify design Parameters and RFAD MMSONMISMV IMa(MED NfTEICREFEREMEPAGEfdII-7473 rsa IJ29120IdaEFOREUSE -� 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 MOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing,, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 if Sauthem F ne�SP� lumber is specified, thedesign values are throe effective 0610112013 byAL'SC Job Truss Truss Type Qty Ply Labarblera Res. T6487818 27379 -HJ6 Diagonal Ip Girder 1 1 Job Reference (optional) East Coast Truss, Fart Pierce, FL. 34946 0 LOJU s JUI l l ZU14 Mn eK incumnes, Inc. Fri Aug ZZ iz:ol:o3 zu m rage I ID:TE6gT_te?mgvzQdQ23vu9aylas= us53XFCw4gCUYYd3QbaEOBs8gKblyFZ9Cl5h9fylIrK 2-8-2 1 2-2-5 4-6-11 4x8 M18SHS 11 3 4 ZX4 = 7 4x6 =5 U4 11 Scale = 1:27.4 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC20101TPI2007 CSI. TC 0.83 BC 0.27 WB 0.22 (Matrix-M) DEFL. in Vert(LL) -0.05 Vert(TL) -0.09 Horz(TL) -0.01 (loc) I/dell Ud 6-7 >999 240 6-7 >872 180 6 n/a n/a PLATES GRIP MT20 2441190 M18SHS 244/190 Weight: 45lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS. (lb/size) 6=345/Mechanical, 7=609/1-2-2 Max Horz 7=427(LC 21) Max Uplift6=-559(LC 5), 7=-742(LC 8) Max Grav 6=466(LC 30), 7=628(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-532/369, 2-11=355/234, 11-12=-256/183, 3-6=-342/474 BOT CHORD 1-7=-337/553, 7-13=-635/415, 13-14=-635/415, 6-14=-635/415 WEBS 2-7=-619/719, 2-6=-270/416 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 559 lb uplift at joint 6 and 742 lb uplift at joint 7. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 147 lb down and 128 lb up at 4-10-6, 147 lb down and 128 lb up at 4-10-6, and 212 lb down and 246 lb up at 7-8-4, and 212 lb down and 246 lb up at 7-8-4 on top chord, and 23 lb down and 43 lb up at 4-10-6, 23 lb down and 43 lb up at 4-10-6, and 38 lb down and 23 lb up at 7-8-4, and 38 lb down and 23 lb up at 7-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=90, 3-4=-90, 5-8=-20 ,`Ify111111/dddd,' 00 IN NSF• i N 68182 T F .'1JJ� dt/11111 FL Cert. 6634 August 25,2014 Continued on imae 2 AwARNUY' -Verity design Paramemrs and READ M7ES ON THISANO J=UDED HrTEKREFEREN[E PAGE Mrr-7473 rex 1/29/2014BDUUUSE ■■■■ Design valid for use only with Wek 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 M erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding 1Te�• 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 vo able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 7i5authernPute�SR�lumber isspecifiert the des"rgnvalues are those effective 06 01%20136yALSC Tampa, FL 33610-4115 Job Truss Truss Type city Ply Labarbiera Res. T6487818 27379 -HJ6 Diagonal Hip Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=128(F=64, B=64) 12=-74(F=-37, B=-37) 13=44(F=22, 13=22) 14=-16(F=-8, 13=8) r.b3u s JUI 11 zul4 MI I eK Inauslnes, mc. Fri Aug zz iz:o i:J4 zul4 rage z ID:TE6gT_te?mgvzQdQ23vu9aylas=y2fRlbDYr8KLAiBF_J5TxOPJakxXhiplRPgFh5yIIrJ ' AWAWAr. - Vedfr d.sJ . parameters and READ M TES aN MISATID ZNGL VED MITEKWEREM1t EPAGE MII-7473 re K 112912014BRUIlEUSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. 131• 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 T�e,• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M'A li 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 vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314. Tampa, FL 33610-4115 ifSautttemVine7SF lumberBspetifled,thedesignvaluesarethcseeffectiv246 01/2013byALSC Job Truss Truss Type City Ply Labs rbiera Res. T6487819 27379 -HJ7 Diagonal Hip Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 r.53u s Jui 11 2u14 mi i eK moustries, Inc. rn Aug zz 12:01:b4 ZU14 rage i ID:TE6gT_te?mgvzQdQ23vu9aylas_ y2fRlbDYr8KLAiBF_J5TxOPMBkuuhiUIRPgFh5yllrJ 6-4-14 4-1-10 4 5 Scale = 1:26.3 3x4 = 2J-1 •6.12 6-4-14 10-6-2 10. -8 2-1-1 -5.10 3-10-2 4-1-4 0- 6 Plate Offsets (X Y)-- 17:0-2-4,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.60 Vert(LL) -0.09 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.50 Vert(TL) -0.20 7-8 >465 180 BCLL 0.0 " Rep Stress Incr NO WB 0.24 Horz(TL) -0.01 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 53 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=437/Mechanical, 8=678/0-11-5 Max Horz 8=478(LC 21) Max Uplift7=-563(LC 5), 8=-803(LC 8) Max Grav 7=527(LC 28), 8=690(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-507/280, 2-12=-371/234, 3-12=-233/258, 3-13=-332/226, 4-7=-209/260 BOT CHORD 1-8=219/508, 8-14=-610/408, 14-15=-610/408, 7-15=-610/408 WEBS 2-8=-282/351, 3-8=-579/610, 3-7=-383/565 NOTES- ' 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 ,\III11111111,,1� plate grip DOL=1.60 ♦N%% QU N 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed fora 10.0 bottom live load live loads. ♦♦ gyp,•,,...... ��., E N S; �• psf chord nonconcurrent with any other 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `� , G .• �. F•••. ; fit between the bottom chord and any other members. Nc 68182 •� 5) Refer to girder(s) for truss to truss connections. * 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 563 lb uplift at joint 7 and 803 lb uplift at joint 8. v 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ► -Q ; 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 lb down and 126 lb up at ( F ' (L 4-10-6, 150 lb down and 126 lb up at 4-10-6, and 214 lb down and 251 lb up at 7-8-4, and 214 lb down and 251 lb up at 7-8-4 on top chord, and 19 lb down and 36 lb up at 4-10-6, 19 lb down and 36 lb up at 4-10-6, and 39 lb down and 23 lb up at 7-8-4, and 39 lb down 100. �� •• Q 23 lb 7-8-4 bottom The design/selection device(s) is the �.� �� �j �.• and up at on chord. of such connection responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ♦� �I, sS • • �� % N LOAD CASE(S) Standard �� 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 4-5=-90, 6-9=-20 FL Cert. 6634 August 25,2014 Continued on Daae 2 ,&wAPwrr.-Verity design Parameters and READ A07ES ON MSAND IMIUDEO NIrEKREFEREACE PAGE 14Il-7473 rex IIW2014BD UUSE 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 MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vaable from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 if&authernP'ine�SP'�twilberisspecified,thedesignvalues are thv effeciive06 �01 2UI3byAL3C Job Truss Truss Type Qty Ply Labarbiera Res. T6487819 27379 -HJ7 Diagonal Hip Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34945 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 12=110(F=55, 13=55) 13=-82(F=-41, 13=41) 14=37(F=18, B=18) 15=-20(F=-10, B=-10) t.oju s Jill i i Lu14 mi i eK inauslnes, Inc. rn Aug zz iz;o I:a4 Lu14 rage z ID:TE6gT_te?mgvzQdQ23vu9aylas_-y2fRIbDYr8KLAiBF_J5TxOPMBkuuhiU I RPgFh5yl IrJ ®WARNM -Verity deii0n parame[ - and READ AO7ES ON MrSAND IAIUDED MITEIVREEEREACEPAGE MII-7473 ser, 1/29/2011AMOAEUSE f� • 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 w g1Tek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding �V fabrication, quality control, storage, delivery, erection and bracing,;consult ANSI/TPII Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2gg14. Tampa, FL 33610-4115 tfSvutheriiP"ine�SP lumber'tsspeclfted,thedesignvaluesarethesesef#ectivea5 0112013byALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487820 27379 -HJ7S Diagonal Hip Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 L.b3U s Jul 11 ZU14 mu eK industries, Inc. Fn Aug Z;e 1Z:01:= ZU14 rage l ID:TE6gT to?mgvzQdQ23vu9aylas= QFDgyxDAcSSCosmSXOciUcybW7AEQ97Rg3aoDXyllrl 2-8-12 5-9-15 8.7-2 i 10-6-8 i 2.6.12 3-3-4 2-9-3 1-11-6 Scale=1:27.5 5 6 3x4 = 12 3x4 = 2-1-1 -6-1 5-9-15 8-7-2 10-6-2 1 -8 2-1-1 -5-10 3-3-4 2-9-3 1-11-0 0- 6 Plate Offsets (X Y)-- f7:0-2-8,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.33 TC 0.37 TCDL 15.0 Lumber Increase 1.33 BC 0.75 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-11,4-9: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=419/Mechanical, 12=679/0-11-5 Max Horz 12=395(LC 5) Max Uplift7=-541(LC 8), 12=-788(LC 8) Max Grav 7=502(LC 28), 12=693(LC 17) DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.03 9-10 >999 240 MT20 244/190 Vert(TL) -0.03 9-10 >999 180 Horz(TL) -0.03 7 n/a n/a Weight: 57 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 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 1-2=-397/315, 2-16=-456/412, 3-16=385/350, 3-17=-437/374, 4-17=-292/255 BOT CHORD 1-12=-246/410, 12-18=-370/137, 11-18=-370/137, 10-19=-604/469, 9-19=-604/469, 7-8=-423/360 WEBS 4-7=-412/512, 2-12=-636/716, 2-11=-487/565, 3-9=-227/289 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541 lb uplift at joint 7 and 788 lb uplift at joint 12. 7) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 lb down and 126 lb up at 4-10-6, 150 lb down and 126 lb up at 4-10-6, and 235 lb down and 251 lb up at 7-8-4, and 235 lb down and 251 lb up at 7-8-4 on top chord, and 19 lb down and 36 lb up at 4-10-6, 19 lb down and 36 lb up at 4-10-6, and 11 lb down and 15 lb up at 7-8-4, and 11 lb down and 15 lb up at 7-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Continued on Daae 2 % %`,QU I N i N 68182 • � * . T OF 40 1111111 FL Cert. 6634 August 25,2014 AwARmAa-v.,ifr design parameters and READ AV 7ES GN7HISAND fiC LIMED MIIEKREFEREAM PAGE MII-M73.x 1129/ZOIJEEPMUSE Design valid for use only with Wrek 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 i�iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information gva able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria; VA 2314. ifSouthernPinetSP lLimberisspecified,thedesignvaluesarethoseeffective05�01/2D23tryALSC Tampa, FL 33610-4115 Job Truss Truss Type Qly Ply Labarblera Res. T6487820 27379 -HJ7S Diagonal Hip Girder 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-90, 5-6=-90, 11-13=-20, 9-10=-20, 7-8=-20 Concentrated Loads (Ib) Vert: 16=110(F=55, B=55) 17=-98(F=-49, B=49) 18=37(F=18, B=18) 19=6(F=3, B=3) /.WU S JUI 11 ZU14 MI I ex Inausines, Inc. Frl Aug 22 14bl:bb ZU14 rage 2 ID:TE6gT to?mgvzQdQ23vu9aylas= QFDgyxDAcSSCosmSXOciUcybW7AEQ97Rg3aoDXyllrl 'AWAWM-Verify design Parame2rs and NEED MiES Off MISAND INCLUDED MITEKREFEREMM PAGE MII-7473.. I/29/2011BEFO LM 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 MiTek• 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 va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1f6authernPute�SP1IwTLberissgesified.thedesignvalues are thmeeffei 46IIO Z013byALSC Job Truss Truss Type Qty Ply T646782127379 =tional) -HJ7T Diagonal Hip Girder 1 east coastlruss, ronrierce,r-u.anago ... „- ,,.a...,.oe..� ID:TE6gT to?mgvzQdQ23vu9aylas_ uRnCAHEoMla3POLe5k8xOpUhIXUE9cubvjJMlyllrH 2-6-12 . 1 3-3-4 4-8-9 Scale = 1:27.5 4 5 3x4 = 10 3x4 = 1x4 II 2-1-1 -6-1 5-9-15 10.6-2 1 -8 2-1-1 •5.1 3-3-4 4-8.3 046 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.66 Vert(LL) 0.04 8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.90 Vert(TL) -0.04 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(TL) -0.03 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 53 Ito FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 'Except' end verticals. 3-9: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 7=425/Mechanical, 10=680/0-11-5 Max Horz 10=447(LC 5) Max Uplift7=-544(LC 5), 10=-801(LC 8) Max Grav 7=510(LC 28), 10=693(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-413/334, 2-14=-485/442, 3-14=-411/393, 3-15=-310/216, 4-7=-250/305 BOT CHORD 1-10=-267/431, 10-16=-450/220, 9-16=-450/220, 8-17=-781/602, 7-17=-781/602 WEBS 3-7=-546/704, 2-10=-634/713, 2-9=-573/623 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 544 lb uplift at joint 7 and 801 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 lb down and 126 Ito up at 4-10-6, 150 lb down and 126 Ito up at 4-10-6, and 235 lb down and 251 lb up at 7-8-4, and 235 lb down and 251 lb up at 7-8-4 on top chord, and 19 lb down and 36 lb up at 4-10-6, 19 lb down and 36 lb up at 4-10-6, and 11 lb down and 15 lb up at 7-8-4, and 11 lb down and 15 lb up at 7-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-4=-90, 4-5=-90, 9-11=-20, 6-8=-20 NO`,Q� I N t IVF .4t e i N 68182 :� • T OF 44✓ �j . • , Q.• • ;,� iop.�''�s O N 1111111 FL Cert. 6634 August 25,2014 Continued.on a e 2 ®WARfR. -Wdfr design parameters and READ A07ES Ori MISANDD IACIUDED MITEKREFERENCE PAGEMSI-7423 Ma 1/29/2010BFi08EUSE Design valid for use only with Wek 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 AI���• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding 1 V' 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 va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 ifSeuthemPineISR lumber isspecified, the designvalues axe those effettiver�6 0112013byALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487821 27379 -HJ7T Diagonal Hip Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34945 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 14=11O(F=55, 13=55) 15=-98(F=-49, 13=49) 16=37(F=18, B=18) 17=6(F=3, B=3) f.aau a Jul 1 1 LU14 MI I eK nu—nus, Inc. rn mug � I<:a Iao cu Iv rage c ID:TE6gT_te?mgvzQdQ23vu9aylas_ uRnCAHEoMIa3POLe5k8xOpUhIXUE9cubvjJMlyllrH ®WARMW. - Vert! y deeign Parame Mrs and RfAO IMTES ON TNISAMD IAUIMED MITEKREFEREM E PAGE MII-h473 m w 112912014OBVUWE ■■■• 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 responsibility of the IViiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vo' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1f5outhemPne7SPllumberisspecified,thedesignvaluesarethoseeffectiveOS 01/2MbyALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487822 27379 -HJ7T1 Diagonal Hip Girder 2 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 r.63u s JUI 11 Lul4 mi I eK Inauslnes, Inc. I'rl Aug L2 12:bl:bb 2U14 vage 1 ID:TE6gT_te?mgvzQdQ23vu9aylas_ uRnCAHEoMla3POLe5k8xOpUjXXVQ9cPbvjJMlyllrH 2-8-2 3-6-12 4-3-11 4 5 3x4 = 10 3x4 = 1-11-4 2-8-2 6-2-14 10-6-2 1 -8 1-11-4 0-8-14 3-6-12 4-3-5 0- 6 Plate Offsets (X,Y)-- 17:0-2-4,0-2-121 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC201 OrTP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except* 3-9: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=399/Mechanical, 10=666/1-5-12 Max Horz 10=447(LC 5) Max Uplift7=-529(LC 5), 10=-805(LC 8) Max Grav 7=498(LC 28), 10=685(LC 17) Scale = 1:27.5 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.54 Vert(LL) 0.03 8 >999 240 MT20 244/190 BC 0.82 Vert(TL) -0.04 7-8 >999 180 WB 0.21 Horz(TL) -0.03 7 n/a n/a (Matrix-M) Weight: 54 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 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 1-2=-418/349, 2-14=-487/420, 3-14=-410/374, 3-15=-304/215, 4-7=-225/271 BOT CHORD 1-10=-279/435, 10-16=-447/217, 9-16=-447/217, 8-17=-697/549, 7-17=-697/549 WEBS 3-7=-505/636, 2-10=-638/710, 2-9=-529/607 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 529 lb uplift at joint 7 and 805 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 143 lb down and 124 lb up at 4-10-6, 150 lb down and 126 lb up at 4-10-6, and 234 lb down and 240 lb up at 7-8-4, and 235 lb down and 251 lb up at 7-8-4 on top chord, and 28 lb down and 51 lb up at 4-10-6, 19 lb down and 36 lb up at 4-10-6, and 8 lb down and 16 lb up at 7-8-4, and 11 lb down and 15 lb up at 7-8-4 on bottom chord. The design/selection' of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 4-5=-90, 9-11=-20, 6-8=-20 Continued on Daae 2 FL Cert. 6634 August 25,2014 A wAmvim-yedfr design Parameters andREAD M7E5 ON 7HISAW XNaUDED l4ITEKUFFRENCE PAGE 0111473r0c. t/29/2014affa vm ■■ Design valid for use only with MiTek connectors. This design is based any 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 A '���• 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.lconsult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 ItfioutherttP1nej5P lumberisspetlfled,thedesignvaluesarethuseeffectiveO6 01(2U13byAf6C Job Truss Truss Type Qty Ply Labarbiera Res. T6487822 27379 -HJ7T1 Diagonal Hip Girder 2 1 Job Reference o tional East Coast Truss, Fart Pierce, FL. 34945 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 14=129(F=55, B=74) 15=-88(F=-49, B=-40) 16=45(F=18, B=26) 17=9(F=3, B=6) r.DJU s Jui 11 Za14 Mu eK inaesmes, ma. rn Aug —'— Ar Ga14 raga L ID:TE6gT_te?mgvzQdQ23vu9aylas_-MdLaNcFQ73iw1AwgfRfAZ11 uGxrfu3ek7N3vlQyllrG A WARMM -Vedfir design Parameters and READ W7ES CI97NISAND iNaL DED MITEICRFFERENL'M PASE M 14473.. 11W20111BER)M USE -- Design valid for use only with M7ek 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 p A����• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding EYE fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 JfSDU jernPn 7val lumber issgettfierf, the degignvaluesare those effective4510112013,byALSC Job Truss Truss Type City Ply Labarbiera Res. T6487823 27379 -HJ7T2 Diagonal Hip Girder 1 1 Job Reference (optional) East Coast Truss, Pon Pierce, rL. 34946 r.osu s dui 11 zu 14 Mu ex inous[nes, Inc. rn rug — -¢:o i:oi zui4 rage -i ID:TE6gT to?mgvzQdQ23vu9aylas= MdLaNcFQ731w1AwgfRfAZ1lw2xrbu3Yk7N3vlQyllrG 2-6-12 4-1-13 3-10-0 Scale = 1:27.5 4 5 3x4 = 10 3x4 = 1x4 II 2-1-1 -6-1 6-8-6 10-6-2 1 -8 2-1-1 -5-1 4-1-13 3-9-10 0- -6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.43 Vert(LL) 0.03 8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.82 Vert(TL) -0.03 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) -0.03 7 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 54 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 "Except* end verticals. 3-9: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=428/Mechanical, 10=679/0-11-5 Max Horz 10=447(LC 5) Max Uplift7=-549(LC 5), 10=-800(LC 8) Max Grav 7=515(LC 28). 10=692(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=402/305, 2-14=-523/437, 3-14=-429/400„3-15=-304/224 BOT CHORD 1-10=-235/421, 10-16=-427/216, 9-16=427/216, 8-17=-659/522, 7-17=-659/522 WEBS 3-7=-518/637, 2-10=-650/729, 2-9=-487/590 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 549 lb uplift at joint 7 and 800 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 lb down and 126 lb up at 4-10-6, 150 lb down and 126 lb up at 4-10-6, and 245 lb down and 253 lb up at 7-8-4, and 235 lb down and 251 lb up at 7-8-4 on top chord, and 19 lb down and 36 lb up at 4-10-6, 19 lb down and 36 lb up at 4-10-6, and 5 lb down and 19 lb up at 7-8-4, and 11 lb down and 15 lb up at 7-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 4-5=-90, 9-11=-20, 6-8=-20 Continued on Dace 2 FL Cert. 6634 August 25,2014 ,& wAm frr -yedfr dasign parame Mra and RF_4D iM7ESG1V WSAND 1=0DED f4ITEKREFEREMX PAGE MII-7473 re v. 1129120146F UVOE 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 my is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p p'q�e �� erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding OVA 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va ab2314. le from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA Tampa, FL 33610-4115 ttSnuthernP4ne�SP lumberisspecified, the designvalues are thme,effective 06�011ZMhyALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487823 27379 ^HJ7T2 Diagonal Hip Girder 1 1 Job Reference o tional East Coast Truss, Fort Plerce, FL. 3494b LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 14=110(F=55,B=55)15=-106(F=-58,B=-49)16=37(F=18,B=18)17=12(F=9,B=3) r.—aDui ii cuivrvnien i'1—uma, ii- r —yc rayc ID:TE6gT_te?mgvzQdQ23vu9aylas_ MdLaNcFQ73iw1AwgfRfAZ11w2xrbu3Yk7N3vlQyllrG ,&WARMAG -Verify design Parameters and RE40 M7ES GN MrSAIM INCLUDED MITEKREFEREME PAGE MII-7473 n:x .1129120MBF IMUSF Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an Individual building component. Nat 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 iviiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guldance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Satety Inlormation qva able 6om Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. li 5authernFine {Sp� tumber is specified, the design values are these et#ective 06�a112013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Res. �Labarblera T6487824 2737s A01G Hip Girder 1 2 Job Reference o tional - Fast coast I russ, hon merce, t-L. s4846 ^ 9 ac rag. ID:TE6gT_te?mgvzQdQ23vu9aylas_ OjUegGb8se67yNd6?OJSx4LbCwlhnQvy5GuRPRyIGOF i 3-11-13 7-6.0 13-2-11 18-11-5 24-8-0 29-0-0 33-4-0 36-0-0 39-0-0_ itli omo 3-11.13 3-6-3 5-8-11 5-8.11 5-8-11 4-4-0 4-4.0 2-8-0 3-0.0 1-10-0 0 5x8 = Too 12 3 2x4 I 33 34 435 36 3x8 = 5x6 WB = 3x8 M18SHS = 46 = 2x4 37 5 6 38 39 7 40 41 89 42 Fri. IC]diE:b9:6-H 10 ­_ =• J pm.o.. L111111i 12 1=1 ' ..�,' -- 'nM� Scale = 1:70.5 13 ® 51 52 'a 53 26 25 � 46 43 24 45 22 2 20 117 48 49 50 3x8 = 3x4 = 15 14 5x5 = 6x8 = 3x4 11 2x4 11 5x5 = 3x6 — 3x6 = 5x6 WB = 3x6 = 7xB = 5x12 = 3x6 11 3x8 != 1-10-0 40-10-0 i 1E0 7-6-0 13-2-11 1&11-5 24-8-0 29-0-0 33-4-0 i 3&0-0 _ 1 _ IWO 3h4r0 1-6-0 • 5-B-0 4-4-0 4-4-0 2-&0 3-0.0 0 1. n LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plates Increase 1.33 TC 0.95 Vert(LL) 0.71 18-19 >628 240 TCDL 15.0 Lumber Increase 1.33 BC 0.90 Vert(TL) -0.66 20-21 >671 180 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) -0.23 14 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 `Except` 3-6,6-9: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 `Except' 7-20,11-15: 2x4 SP No.3, 16-19: 2x4 SP No.1 WEBS 2x4 SP No.3 `Except` 19-21: 2x4 SP No.2, 2-26,12-14: 2x6 SP N0.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 26=3706/0-8-0 (min. 0-2-4), 14=3709/0-8-0 (min. 0-2-4) Max Horz 26=275(LC 7) Max Uplift 26=-4045(LC 8), 14=-3948(LC 8) Max Grav 26=3837(LC 29), 14=3850(LC 30) PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 489 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-1-12 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-549/547, 2-3=-5122/5297, 3-33=-6864/7409, 33-34=-6864/7409, 4-34=-6864/7409, 4-35=-6864/7409, 35-36=-6864/7409, 36-37= 6864/7409, 5-37=-6864/7409, 5-6=-9129/9819, 6-38=-9129/9819, 38-39=-912919819, 7-39=-9129/9819, 7-40=-7435/7992, 40-41 =-7435/7992, 8-41 =-7435/7992, 8-9=-7435/7992, 9-42=-7435/7992, 10-42=-7435/7992,10-11=-5832/6179,11-12=-5292/5431,12-13=-1099/1151 BOT CHORD 1-26=-838/816, 25-26=-324/497, 25-43=-4223/4448, 43-44=-4223/4448, 24-44=-4223/4448, 23-24=-4223/4448, 23-45=-8058/7997, 45-46=-8058/7997, 22-46=-8058/7997, 22-47=-8058/7997, 21-47=-8058/7997, 21-48=-688/717, 48-49=-688/717, 49-50=-688/717, 20-50=-688/717, 7-19=-682/826, 19-51=-9420/9288, 51-52=-9418/9285, 18-52=-9417/9282, 18-53=-4943/4940,17-53=-4943/4940,16-17=-4512/4519,11-16=-811/907, 13-14=-1858/1769 WEBS 3-25=-197/281, 3-23=-3421/3312, 4-23=-927/1244, 5-23=-1409/1433, 5-21=-871/1122, 19-21=-7451/7360, 5-19=-1576/1493, 7-18=-2427/2491, 8-18=-633/812, 10-18=-3404/3295, 10-17=-310/343, 11-17=-797/652, 2-26=-3824/4076, 2-25=-4361/4344, 12-14=-3750/3866, 14-16=-589/642, 12-16=-4935/4858 NOTES- Continued on page 2 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132m'ph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=41ft; 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 �,,o", QU I N r VF ����i i N 68182 :� • T f0_F N FL Cert. 6634 Auqust 25,2014 A&WAW?r.-Vewf►delign parameters and READ A07E5of77MSAh0 MKIUDED MMKREFEREi%CEPAGEFRI-7473.r.7129120IQBD- WDSE Design valid for use only with MTek connectors. This design is basedi 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 qi���• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding � V� fabrication, quality control, storage, delivery, erection and bracing,. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. I f 5lautltern P ne�SR� lumber is specified, the design values are f11Dse effective 05A01/`2013 by ALSC 6904 Parke East Blvd. Tampa, FL 33610-4116 Job Truss Truss Type Qty Ply Res. ILabarblera T6487824 27379 A01G Hip Girder 1 n L Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 r.wu sous IILV 141VII1 eR InaV]IfIVJ, nw. rri r+uy ce io:w:ue wiY r-yne ID:TE6gT_te?mgvzQdQ23vu9aylas= OjUegGb8se67yNd6?OJSx4LbCwlhnQvy5GuRPRylGOF NOTES- 6) All plates are MT20 plates unless otherwise indicated. 7) The solid section of the plate is required to be placed over the splice line at joint(s) 3, 9, 22. 8) Plate(s) at joint(s) 1, 6, 10, 13, 24, 20, 7, 11, 15, 25, 23, 4, 5, 21, 19, 8, 18, 17, 26, 2, 12, 14 and 16 checked for a plus or minus 0 degree rotation about its center. 9) Plate(s) at joint(s) 3, 9 and 22 checked for a plus or minus 3 degree rotation about its center. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) ` 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. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4045 lb uplift at joint 26 and 3948 lb uplift at joint 14. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 273 lb down and 338 lb up at 7-6-0, 273 lb down and 338 Ito up at 9-6-12, 273 lb down and 338 lb up at 11-6-12, 273 lb down and 338 lb up at 13-6-12, 273 lb down and 338 lb up at 15-6-12, 273 lb down and 338 lb up at 17-6-12, 268 lb down and 338 Ito up at 19-6-12, 268 lb down and 338 lb up at 21-3-4, 273 lb down and 338 lb up at 23-3-4, 263 Ito down and 300 lb up at 25-3-4, 263 lb down and 300 lb up at 27-3-4, 263 lb down and 300 lb up at 29-3-4, and 263 lb down and 300 lb up at 31-3-4, and 263 lb down and 300 lb up at 33-4-0 on top chord, and 523 lb down and 612 Ito up at 7-6-0. 55 lb down and 29 lb up at 9-6-12, 55 15 down and 29 Ito up at 11-6-12, 55 lb down and 29 lb up at 13-6-12, 55 lb down and 29 lb up at 15-6-12, 55 lb down and 29 Ito up at 17-6-12, 55 lb down and 29 lb up at 19-6-12, 55 Ito down and 29 lb up at 21-3-4, 55 lb down and 29 lb up at 23-3-4. 71 lb down and 77 lb up at 25-3-4, 71 lb down and 77 lb up at 27-3-4, 71 lb down and 77 lb up at 29-3-4, and 71 Ito down and 77 lb up at 31-3-4, and 536 lb down and 646 lb up at 33-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-10=-90, 10-13=-90, 20-27=-20, 16-19=-20, 15-30=-20 Concentrated Loads (lb) Vert: 3=-117(F) 6=-117(F) 10=-98(F) 25=-450(F) 8=-98(F) 18=-52(F) 17=-460(F) 33=-117(F) 34=-117(F) 35=-117(F) 36=-117(F) 37=-117(F) 38=-117(F) 39=-117(F) 40=98(F) 41=-98(F) 42=-98(F) 43=-33(F) 44=-33(F) 45=-33(F) 46=-33(F) 47=-33(F) 48=-33(F) 49=-33(F) 50=-33(F) 51=-52(F) 52=-52(F) 53=-52(F) ®WARNIPr. -Verify design pammea_rs aad P&W M TES ON7DISAM MaUDED MITEKREFEREMEPAGE Nrl-M73. R 1/29120I4BD;OREUSE 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 nlliTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing; consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information gvapoble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 If Southern PinetSP lumber isspecified, the design values are thoseeffieztive06/41/2023,try ALSO Job Truss Truss Type Qty Ply Laba rbiera Res. .T6487825 27379 A02 ROOF TRUSS 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MTek Industnes, Inc. Mon Aug 25 OB:54:20 2014 Page 1 I D:TE6gT_te?mgvzQdQ23vu9ayl as_-Izu bPSh Rjvl L9VKfP MvmnZKsoyWywaC hA2 itfykN21 2:214-11-13 4-6-3 4-6-0 3-1.0 -11- 4-0-8 2-7-0 6-8-0 4-8-0 W. 1-10-0 ur 2x4 II 5x8 = 5z5 = 2x4 I I 4x6 = 46 = 4 5 6 35 7 8 9 5x8 = 10 Scale = 1:70.5 1 25 24 -- 22 -. 20 19 3x4 —_ 15 14 5x5 = 3x8 = 5x6 WB = 3x8M18SHS = 3x8 = 2x4 II 2x4 II 5x5 =3x6 = 3x6 = 2x4 II 5x16 = 1-10-0 40-10-0 1-6-0 9S0 14-0-0 17-10 22-1-0 i 24-8-0 i 31A-0 i _ 36-0-0 r 39-0-0 39r¢0 i 1-&0 7-&0 4-6-0 3-1-0 5-0-0 2-7-0 6-8-0 4-8-0 3-0-0 0 OA-0 1-6-0 Plate Offsets (X,Y)- [1:0-3-3,0-1-8], [4:0-6-0,0-2-4], [5:0-2-8,0-2-0], [7:0-3-0,Edge], [10:0-6-0,0-2-4], [13:0-3-3,0-1-8], [14:0-2-8,0-3-0], [18:0-2-4,0-2-12], [20:0-3-8,0-1-8], I25:0-2-8.0-3-01 f27:0-2-8,0-0-81,I28:0-2-8.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.72 Vert(LL) 0.54 20 >827 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.91 Vert(TL) -0.82 20-22 >542 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.22 14 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Attic -0.18 20-22 550 360 Weight: 260 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins. 7-10: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 `Except` WEBS 1 Row at midpt 10-18, 24-28 9-19,11-15: 2x4 SP No.3, 19-21: 2x4 SP No.1 2 Rows at 1/3 pts 27-28 21-23: 2x4 SP 285OF 1.8E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 `Except` be installed during truss erection, in accordance with Stabilizer [installation 18-20,9-27: 2x4 SP No.2 guide. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 25=2285/0-8-0 (min. 0-2-11), 14=2291/0-8-0 (min. 0-2-11) Max Horz 25=348(LC 7) Max Uplift 25=-1835(LC 8), 14=-1732(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2731/2128, 4-5=-1170/754, 5-6=-2848/2225, 6-35=-2848/2225, 7-35=-2848/2225, 7-8=-2848/2225, 8-9=-2828/2211, 9-10=-3755/3046, 10-11=-3045/2347, 11-12=-2829/2134, 12-13=-732/483 BOT CHORD 24-25=-1334/2217, 23-24=-2245/3577, 22-23=-2245/3577, 21-22=2252/3583, 20-21=-2252/3583, 9-18=-359/550, 17-18=-154512536, 1 6-17=- 1702/2453, 11-16=-474/423, �� ' N F4 III 13-14=-836/1257 WEBS 3-24=-242/453, 4-24=-925/1249, 10-18=-1099/1615, 11-17=-191/276, 3-25=-2677/2134, ,�� PQ• •U• ... , � ,� •••� C E N S •• �� �ji 2-25=-244/344, 12-14=-2150/1656, 14-16=-496/429, 12-16=-1979/2779, 22-28=-26/381, 5-28=-826/697, 20-27=-899/715, 8-27=-191/281, 26-28=-2770/2151, 26-27=-830/639, .• �••.• N 68182 6-26=-415/369, 18-20=-2093/3556, 18-27=-557/616, 9-27=-1007/847, 24-28=-1949/1326, = 4-28=-1489/1249,5-26=-1531/2310 NOTES- Continued on page 2 1) Unbalanced roof live loads have been considered for this design. �•� T OF :•� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=41ft; eave=5ft; Cat.10 ••'.• 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber ♦�0 DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. i �•.•• \ , � is ••• ` �, 4) All plates are MT20 plates.unless otherwise indicated. j� AL `��� 5) Plates checked for a plus or minus 0 degree rotation about its center. #/1p11 �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. FL Cert. 6634 8) Ceiling dead load (5.0 psf) on member(s). 26-28, 26-27 9) Bottom chord live load (20.0 psf) and additional bottom chord'dead load (0.0 psf) applied only to room. 20-22 Auaust 25.2014 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1835 lb uplift at joint 25 and 1732 lb ,&WARNING -Verify design Parameters aad RE10 M7ES GN TNISAhV I7KIUDED MfTEKREFERENCE PAGE MZZ-7473 in v. 1/29/20I48MREWE Design valid for use only with MWek 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 IVIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing„ consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. It Sulutheln i ine��Tp� lumber 13 spetiflet6 the design values are those effective O6•�Ul/'2013 byALSC Tampa, FL 33610-4115 Jab Truss Truss Type Qty Ply Res. �Labarbiera T6467825 27379 A02 ROOF TRUSS 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 /.b3U S JUI 11 ZU14 MI I eK Inauslnes, Inc. Mon AUg Z0 U0:04:ZU ZU14 Vage Z ID:TE6gT to?mgvzQdQ23vu9aylas_ IzubPShRjvIL9VKfPMvmnZKsoyWywaChA2itfykN21 NOTES- 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard ,&WARNIM -Vesfr de3iga ParameM. and AFAD M7ES ON7NISAND INaWED kfTEKREEEREhCEPAGEM77-7473 rex U29J2aIQHIFOMUSE Design valid for use only with MiTek connectors. This design is basedonly upon parameters shown, and is for an individual building component.C7' Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Ci7 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 M!GTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfSvuthernPme�SP lumber is specified}thedesi� value; are tho4eeffectiveO6/Q1f2013byALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Labarbiera Res. T6487826 27379 A03 ROOF TRUSS 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITeK Inaustries, Inc. Frl Aug 22 12:b2:08 ZU14 Nage 1 ID:TE6gT_te7mgvzQdQ23vu9aylas_-XIVkhNOKYR5MssGyoFLIVL_k1 NaDzsDMfaD_AHyllr5 14-0-0 - 0-0 9 -0 -B-0 29 -0 - 36-0-0 9-0-0 0- 0-0 1-10-0 4-8-0 3-0-0 2-0-0 0-10- 1-8-0 4-0-8 4-0-6 2-7-0 4-8-0 2-0-0 4-8-0 3-0-0 1-10-0 Scale = 1:75.1 2.00 12 4x6 = 5x5 = 5x5 = 3x8 = 3x4 = 48 = 2x4 I I 46 = 5x5 = 5x8 8 a1 42 9 1n 11 12 13 31 30 """ FL�_� 24 23 3x8 = 3x4 = 18 17 3x6 _ 3x4 = 2x4 11 4x6 11 3x4 = 2x4 11 2x4 11 5x5 = 3x6 5x5 = 5x12 = 1-10-0 14-0-0 40-10-0 1-6-0 4-8-0 2-10.0 0- - 8-1-0 2-7-0 4-8-0 2-0-0 4-8-0 3-0-0 0 - Plate Offsets (X,Y)-- [1:0-3-3,0-1-8], [4:0-2-8,0-2-5], [7:0-3-8,0-1-8], [10:0-3-0,Edge], [12:0-2-8,0-3-1], [13:0-6-0,0-2-8], [16:0-3-3,0-1-81, [17:0-2-8,0-3-0], [22:0-5-8,0-2-81, [25:0-2-8 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (lac) I/defl L/d TCLL 30.0 Plates Increase 1.33 TC 0.70 Vert(LL) 0.39 24 >824 240 TCDL 15.0 Lumber Increase 1.33 BC 0.88 Vert(TL) -0.54 24-25 >587 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.13 17 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Attic -0.16 24-25 643 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-30,6-26,11-23,14-18: 2x4 SP No.3, 23-26: 2x4 SP No.1 WEBS 2x4 SP No.3 `Except* 7-32,9-32: 2x4 SP No.2 REACTIONS. (lb/size) 26=2000/0-8-0, 31=860/0-8-0, 17=1717/0-8-0 Max Horz 31=-348(LC 6) Max Uplift26=-1401(LC 8), 31=835(LC 8). 17=-1330(LC 8) Max Grav26=2084(LC 14), 31=860(LC 1), 17=1733(LC 19) PLATES GRIP MT20 2441190 Weight: 305 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-7-1 oc bracing. WEBS 1 Row at midpt 32-33 JOINTS 1 Brace at Jt(s): 32 ' 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 2-3=-1060/766, 3-4=-556/584, 4-5=-427/607, 5-6=-316/445, 6-7=-1018/1745, 7-8=-1514/1368, 8-41 =-1 514/1368, 41-42=-1514/1368, 9-42=-1514/1368, 9-10=-3455/2659, 10-11=-3455/2659, 11-12=1808/1623, 12-13=-1848/1633, 13-14=-2050/1628,14-15=-2071/1543,15-16=-492/367 BOT CHORD 28-29=-377/1043, 27-28=-67/303, 26-27=-2375/1446, 6-27=-1302/1713, 24-25=-590/1178, 11-22=-1022/747, 21-22=-1128/1984, 20-21=-919/1660, 19-20=-1196/1779, 14-1 9=-324/331, 16-17=-640/850 WEBS 3-28=-632/490, 5-28=-331/560, 5-27=-351/176, 11-21=-402/259, 13-21 =-324/41 1, 14-20=-227/304, 24-34=-302/281, 9-34=-180/425, 25-33=-957/604, 7-33=-1310/1062, 32-33=-2817/2205, 32-34=-1436/2251, 8-32=-379/388, 25-27=-847/1742, 27-33=-2629/2119,6-33=-2734/2089,22-24=-526/1202,22-34=-1089/1658, 11-34=-1039/1685,2-31=-798/789,15-17=-1602/1256,17-19=-383/377, 15-19=-1432/2018, 29-31=-317/379, 2-29=-478/782, 7-32=-2454/3310, 9-32=-2027/1363 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=39ft; B=45ft; L=41ft; eave=5ft; Cat. 11; 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 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 32-33, 32-34 8) Bottom chord live load (20:0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 24-25 Continued on Dace 2 ►►IIIIIIlI1I `%%% GQ IN N 68182 :1T F : 4U` 01 1111111110 FL Cert. 6634 August 25,2014 ®WARNTN-Veritydesign pammemrsand READ MIFESDNTNISATMD Wa(MED NITEKREFEREACEPAGEMA-7473 rex 1/29/2014BD REUSE Design valid for use onlywith MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component., Applicability of design parametersand 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 w pi�e�• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding AVM fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 IfsuuthemP'ine�SP�lumberisspecifiedthedesipvaluesar> ihvseetfesti1re06�011201SbyALSC Truss Truss Type Qty Ply Labarbiera Res. T6487826 Flob,.— A03 ROOFTRUSS 1 1 Job Reference o tional East coast Truss, tort viefce, r . ;54`J46 ID:TE6gT_te7mgvzQdQ23vu9aylas=XlVkhNOKYR5MssGyoFLNL k1NaDzsDMfaD_AHyllr5 NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1401 lb uplift at joint 26, 835 Ib uplift at joint 31 and 1330 lb uplift at joint 17. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ®Wl"fr. -4 edfr design parameters aad NERD ADTE.9 ON TIIISAND IMMMED MITEKREFEREAKM PAGE M.11-7473 rex t/2912014TBfl ©REUSE r Design valid for use only with MTek connectors. This design is based any 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 iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, 'consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormatlon va' able from Truss Ploie Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314. Tampa, FL 33610-4115 fi5authernFifte�SP�I erisspecifted,thedesignvaluesarethoseeffective45 O1f2013byALSC Job Truss Truss Type Qly Ply Labarbiera Res. T6487827 27379 A04 ROOF TRUSS 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 iGt 7.530 s Jul 11 2014 MiTek Industries, Inc. Fri Aug 22 12:52:10 2014 Page 1 ID:TE6gT_te7mgvzQdQ23vu9aylas= U7dV63Pa33L45AQKwgODam44AAGbRgEf7ui5FAyllr3 14-0-0 -1-0 -6-0 - 8-0-8 - -0 -0- 3 -0 3 -3 40. 0-0 1-10-0 1-3-0 3-5-0 3-0-0 2-10-0 -2.0 4-0-8 4-0-8 5-3-0 4-11-13 0.6-0 Scale = 1:75.9 2.00 12 46 = 3x4 = 5x8 = 5x5 = 3x6 = 3x6 = 5x5 = 5x8 = 6 7 8 9 41 42 10 11 12 13 31 30 I 3x4 - ya-8.m,t 22 L1 20 -1' 16 17 2x4 I 3x6 = 3x6 3x6 = 2x4 11 46. l l 2x4 11 3x8 = 3x4 = 5x5 = 5x5 = 5x8 = 5x5 = 3x6 = 14-0-0 1-10-0 13.60 40-10-0 1-6-0 1-1-3-0 3-5-0 31 0 2-10-0 0- 0-0- 8-1-0 5-3-0 4-0-0 7-e-0 0 - Plate Offsets (X,Y)-- [1:0-3-3,0-1-8], 3:0-6-0,0-2-8], [16:0-3-3,0-1-8], [17:0-2-8,0-3-0], [23:0-2-4,0-3-0], [25:0-2-12,0-3-0], [27:0-5-8,0-2-8], LOADING (psg SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plates Increase 1.33 TC 0.66 Vert(LL) 0.27 20-22 >999 240 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(TL) -0.45 22-23 >705 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.10 17 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Attic -0.18 22-23 555 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 3-30,4-28,6-24: 2x4 SP No.3, 21-24,16-19: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 8-23: 2x6 SP No.2 REACTIONS. (lb/size) 24=2015/0-8-0, 17=1707/0-8-0, 31=856/0-8-0 Max Horz 31=-348(LC 6) Max Uplift 24=-1428(LC 8), 17=1318(LC 8), 31=-820(LC 8) Max Grav24=2116(LC 14), 17=1723(LC 19), 31=856(LC 1) PLATES GRIP MT20 244/190 Weight: 291 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-7-1 oc bracing. WEBS 1 Row at midpt 9-32 JOINTS 1 Brace at A(s): 34 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 2-3=-595/316, 3-4=-934/698, 4-5=-528/533, 5-6=-288/375, 6-7=-789/1398, 7-8=-764/1370, 8-9=-897/1544, 9-41=-1109/1037, 41-42=-1109/1037, 10-42=-110911037, 10-11=-2758/2164, 11-12=-2758/2164, 12-13=-1700/1545, 13-14=-1856/1504 BOT CHORD 1-31 =-1 77/291, 3-29=-431/417, 26-27=-311/967, 25-26=-93/489, 24-25=-2401/1439, 6-25=-1 227/1742, 22-23=-590/1211, 21-22=-601/1214, 20-21 =-601/1214, 19-20=-809/1488, 18-19=-809/1488, 17-18=-937/1378 WEBS 4-26=-597/455, 5-26=-239/415, 5-25=-563/348, 12-20=-498/450, 13-20=-257/322, 14-17=-1952/1544, 15-17=-220/295, 23-32=-1031/624, 8-32=-524/433, 22-33=0/327, 10-33=0/279, 33-34=-910/1520, 20-33=-381/595, 12-33=-633/1200, 9-34=-399/668, 10-34=-1763/1232, 9-32=-2782/2081, 23-25=-802/1735, 25-32=-2395/1963, 6-32=-2149/1690, 27-29=-252/735, 3-27=-114/326, 29-31=-378/318, 2-29=-416/702, 2-31=-729/529 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=39ft; B=45ft; L=41ft; eave=5ft; Cat. 11; 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) The solid section of the plate is required to be placed over the splice line at joint(s) 11. 5) Plate(s) atjoint(s) 1, 5, 7, 12, 13, 16, 30, 3, 28, 4, 25, 6, 24, 21, 26, 20, 18, 14, 17, 15, 23, 10, 22, 32, 33, 9, 34, 27, 31, 29, 2 and 19 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on Datte 2 l N f1VF ��i�i GCE N r * : N 68182 T F :•4✓ .00. 1/11111 FL Cert. 6634 August 25,2014 ®N-AMWAn -V rifr dejign pammea:rs and READ R07ES ONTWAND INCLUDED MITEKREFEREhCE PAGE MI7-I473 a x 1129120M BEFOAEME 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 p M'T��• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I V� B 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 va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 tfSouthernP"ine�SP lumber is specified, the design values are the efieitive06J,01/2013byALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487627 27379 A04 ROOF TRUSS 1 Job Reference (optional) East coast Truss, Fort mefce, M. 34B4a .,.Yy ­­.w4u— ray« ID:TE6gT_te7mgvzQdQ23vu9aylas= U7dV63Pa33L45AQKwgODam44AAGbRgEf7ui5FAyllr3 NOTES- 9) Ceiling dead load (5.0 psf) on member(s). 32-34, 33-34 10) Bottom chord live load (20.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 22-23 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1428 lb uplift at joint 24, 1318 lb uplift at joint 17 and 820 lb uplift at joint 31. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. l,YARNIN-Verify design parameters and READ MTESWMISAND INO.0 0 MITEKREEEREACE PAGE11I7-7473 mx 1/19/2014BEFURENSE ■■ Design valid for use only with Wok 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 iviiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormation vat able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. If Seuthem pine�SP� lumber isspecified, the design values are thmeeffective 05140112013, tryAL5C Tampa, FL 33610.4115 i Job Truss Truss Type Qty Ply Labarbiera Res. T6487628 27379 AOSG Hip Girder 1 �f 2 Job Reference (optional) East coast Truss, Fort Pierce, FL. "34946 rA3u s jui l l 2u14 Mi I ex inausrnes, Inc. Fri Aug 22 12:D2:i3 2u14 Pagel I D:TE6gT_te?mgvzQdQ23vu9aylas_,u iJdkSRTMJ eydBvboxwC P iZDO Fj e6M5psxlsVyl IrO 5-0-0 8-0-0 10-10-0 2-1-013-9-11 18-11-0 24-0-5 29-10-0 3 -10 33-1--0 37-10-0 5-0-0 3-0-0 2-10-0 1-3-0 1-8-11 5-1-5-11 -0-0 3-0-0 2.00 12 Scale = 1:77.4 10xio = 5x8 = 4x10 = 2x4 II 5x8 M18SHS = 5x8 M18SHS = 4 5 25 6 26 7 8 7.00 12 3x6 3 4x6 i 9 6x8 2 10 d 2on d 4x6 i 12x12 = b uh 1 11 2 21 20 OM 2x4 T 4x8 - on nn M nn nn61n on II N 'cam •N ��. g 27 28 3x4 = 199 17 30 31 1632 336 15 34 35 36 14 37 d 24 23 19 12x12 :::: HUS26 8x8 = HUS26 8x8 -_ HUS26 8x8 = 13 12 4x6 = 7x6 = 4x10 M18SHS 11 HUS26 HUS26 3x8 II HUS26 HUS26 HUS26 HUS26 HUS25 8x8 = 5.00.12 Special HUS26 12-1-0 11-6-o III 5-0-0 3-0-0 2-10-0 0-0-0 1-8-11 5-1-5 5-1-5 6-2-11 0-7 I 12 0-7 0A-0 0-7-0 Plate Offsets (X,Y)- [1:0-1-12,0-2-0], [3:0-6-0,0-2-8], [5:0-5-0,0-2-13], [8:0-4-0,0-1-12], [11:0-5-0,0-6-0], [13:0-3-4,0-4-0], [14:0-4-0,0-4-12], [l5:0-4-0,0-6-0], [16:0-2-12,0-5-8], [17:0-5-12,0-1-81, [18:0-6-0,0-5-81, [19:0-4-8,Edge1, [20:0-2-8,0-2-01, f23:0-3-0,0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.80 Vert(LL) 0.33 14-15 >957 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.99 Vert(TL) -0.40 14-15 >787 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) -0.06 19 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) . Weight: 650 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc purlins, except 3-5,7-8: 2x4 SP No.1 end verticals. BOT CHORD 2x8 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 5-0-8 oc bracing. 23-24: 2x6 SP No.2, 2-23: 2x4 SP No.3, 20-22: 2x4 SP No.2 WEBS 1 Row at midpt 5-16, 5-18 15-18,14-15: 2x8 SP SS WEBS 2x4 SP No.3 "Except" 5-16,7-16,4-18: 2x4 SP No.2, 1-24,11-12: 2x8 SP No.2 REACTIONS. (lb/size) 24=1622/0-8-0, 19=11536/0-8-0, 12=5517/0-10-7 Max Horz 24=-383(LC 23) Max Uplift 24=1298(LC 8), 19=-8983(LC 8), 12=-4400(LC 8) Max Grav 24=1637(LC 17), 19=11536(LC 1), 12=5564(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-698/571, 2-3=-855/1124, 3-4=-1218/2025, 4-5=-315/618, 5-25=-7071/5985, 6-25=-7071/5985, 6-26=-7071/5985, 7-26=-7071/5985, 7-8=-8843/7288, 8-9=-8821/7267, 9-10=-8461/6847, 10-11=-1001/875, 1-24=-393/394, 11-12=-667/623 BOT CHORD 24-27=-866/972, 27-28=-866/972, 23-28=-866/972, 22-23=-1002/1354, 2-22=-972/1378, 21-22=-341/595, 20-21=-867/881, 19-20=-9247/7257, 4-20=-7793/6199, 19-29=-1561/1321, 18-29=-1113/979, 17-18=1794/2296, 17-30=-1794/2296, 30-31 =-1 794/2296, 16-31 =-1 794/2296, 16-32=-6653/8652, 32-33=-6653/8652, 33-34=-6653/8652,15-34=-6653/8652,15-35=-5645/7467,35-36=-5645/7467, 36-37=-5645/7467, 14-37=-5645/7467, 13-14=-5721/7507, 12-13=5014/6456 WEBS 2-21=-1696/1440, 3-21=-737/979, 3-20=-1815/1343, 5-17=-1864/2382, 5-16=-5946/7559, 6-16=-542/529, 7-16=-2538/1926, 7-15=-2202/2917, 8-15=-1423/1755, 8-14=-1309/1596, 9-14=-2206/2683, 9-13=-3043/2373, 1-23=-479/580, 4-18=-5391/6865, 5-18=-8539/6689, 10-13=-985/1183, 10-12=-7447/5852 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=38ft; eave=5ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 Dlate ariD DOL=1.60 to prevent water FL Cert. 6634 August 25,2014 &WARNIM➢-Verffr design Parameters and READ M)7ES ON MrSAND IN ODED HrTEKREFEREAtE PAGE MII-7473 rex.1129120I4BEFDAEUSE Design valid for use onlywith M7ek 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 iViiTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and brocing,,consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gvai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 if5DutiIs PSne15P�IrunYterisspecified,tinedesign valuesare these efiestive06)0112B13byALSO Job Truss Truss Type Qly Ply Labarbiera Res. T6487828 27379 A05G Hip Girder 1 �f 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34945 1.56U S Jul 11 LU14 Mi i eK Inausines, Inc, t-n Aug LL 1L:ozn;5 zu14 rage e ID:TE6gT_te?mgvzQdQ23vu9aylas_ uiJdk6RTM jeyd8vboxwCPiZDOFje6M5psxlsVyllrO NOTES- 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 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. 10) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1298 lb uplift at joint 24, 8983 lb uplift at joint 19 and 4400 lb uplift at joint 12. 12) "Semi -rigid pitchbreaks including heels" Member end fixity rnodel was used in the analysis and design of this truss. 13) Use Simpson Strong -Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 12-0-0 oc max. starting at 1-8-12 from the left end to 29-8-12 to connect truss(es) to back face of bottom chord. 14) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent at 3-8-12 from the left end to connect truss(es) to back face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1215 lb down and 958 lb up at 11-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-90, 5-7=-90, 7-8=-90, 8-11=-90, 23-24=-20, 20-22=-20, 18-19=-20, 14-18=-20, 13-14=-20, 12-13=-20 Concentrated Loads (lb) Vert: 17=-1215(B) 27=-1218(B) 28=-1215(B) 29=-1215(B) 30=-1215(B) 31=-1215(B) 32=-1215(B) 33=-1215(B) 34=-1215(B) 35=-1215(B) 36=-1215(B) 37=-1215(B) ®WARMIiv- -Verify design parametErs and RE4D A07ES GIV TWSARD MaUDE0 MLTEKRE€EREMY PAGE MII-7473 rev. 1129/20IJBBUIIEUSE _ 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 responsibillify of the iViiTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1f5aurhernRTne�SP lurnherisspecified, the design values are thoseeffective06 O1/2a13hyALSC Job Truss Truss Type Qty Ply Labarblera Res. T6487829 27379 B01G Roof Special Girder 1 2 Job Reference O tional East Coast Truss, Fort Pierce, FL. 34946 r.bsu s Jul n E014 mn eK inauslries, inc. rn Aug rZ 12:b2:16 ZV14 rage 1 ID:TE6gT_te?mgvzQdQ23vu9aylas_-Fg6WnoVbBWLx201 tOLX5vSPQwP?WJMrgy8eW Wiyl Iqx 1-10-0 1!:., -2-0 6-2-0 7-0-0 12E-11 14-2-0 16-2A i 18-6-12 20-6-0 23-7-0 25-7-8 i 31-0-0 33d-0 35-2-0 r10-0T-0 2-0-0 1-4-0 5-0-11 1-7-5 2-0-0 2-0-12 1-11-4 3-1-0 2-043 5-4-B 2-0 it-0T- 0.00.0 5x5 = 34 33 2x4 11 5.00112 5x5 = 5x8 M18SHS = 3x6 = 2x4 11 5x8 = 3x4 = 4x6 = 3x4 II 4y 24 ou 6x8 2x4 I 2x4 I 5x5 = 4x6 = 4x6 = 5x5 = 11 23 22 6x10 = 2x4 II 2x4 I 2x4 I I 1 4x6WB = 3x8 = Scale: 3/16"=1' 16 15 2x4 II 5x5 = 3x6 = 1-10-0 2-4-12 35-2-0 1-6-0 44-2-0-0 6-2-0 7-9-5 12.6-11 14-2-0 16-2-0 �Ta�12� 20-0-0 23-7-0 25-7-1 31-0-0 33-4-0 33rer0 1-6 00-N b 2-4-0 2-0-0 1-7-5 4-95 1-7-5 2-0-0 2-4-12 1-11-0 3-1-0 2-0-8 5-0-8 2-0-0 0-0 1A�-0 Plate Offsets (X,Y)-- [1:0-3-3,0-1-8], [5:0-3-0,0-2-4], [9:0-3-0,Edge], [10:0-2-8,0-2-12], [14:0-3-3,0-1-8], [15:0-2-8,0-3-0], [17:0-5-8,0-2-8], [18:0-3-0,0-0-4], [21:0-5-0,0-2-8], [27:0-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.80 Vert(LL) 0.64 7 >595 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.82 Vert(TL) -0.60 7 >628 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(TL) -0.33 15 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 454 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins. 5-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-1-11 oc bracing. BOT CHORD 2x4 SP No.2 "Except' 3-33,4-31,7-26,12-16: 2x4 SP No.3, 29-30,28-29,27-28: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 8-23: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 15=2645/0-8-0, 34=3189/0-8-0 Max Horz 34=348(LC 7) Max Uplift 15=2542(LC 8), 34=-3486(LC 8) Max Grav 15=2645(LC 1), 34=3243(LC 36) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1410/1402, 2-3=-4001/3996, 3-4=-6249/6352, 4-5=-7339/7560, 5-41=-6714/6972, 41-42=-6714/6972,6-42=-6714/6972,6-43=-9274/9826,7-43=-9274/9826, 7-44=-7495/8125,44-45=-7495/8125,8-45=-7495/8125,8-9=-6316/6957, 9-10=-6316/6957, 10-11=-3557/3797, 11-12=3686/3751, 12-13=-3112/3062, 13-14=-1012/1051 BOT CHORD 1-34=-2300/2297, 3-32=-2241/2273, 31-32=-391/425, 4-30=-1452/1501, 29-30=-5487/5918, 29-46=-9287/9376, 46-47=-9287/9376, 28-47=-9287/9376, 28-48=-8295/8311, 27-48=-8290/8301, 7-27=-2855/2863, 26-49=-903/918, 25-49=-903/918, 25-50=-903/918, 21-50=-903/918, 20-21=-4649/4770, 19-20=-4649/4770, 18-19=-2626/2787, 17-18=-2626/2787, 12-17=-721/809, 14-15=-1734/1657 WEBS 30-32=-3128/3509, 3-30=-2017/2025, 4-29=-1358/1294, 5-29=-3300/3244, 6-29=-3024/3161, 6-28=-935/960, 7-28=-2765/2891, 8-21=-146311600, 21-27=-5641/5592, 8-27=-1499/1497, 11-19=-337313170. 12-19=-734/650, 10-19=-3587/3941, 10-21=-2387/2099, 13-15=-2433/2360, 15-17=-645/731, 13-17=-3051/3181, 2-34=-3179/3258, 32-34=-912/871, 2-32=-4002/3991 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. ,`��rllllllllrrr�' N 68182 T OF t4NO ism •' • � �!✓�� rrnll/ FL Cert. 6634 August 25,2014 Continued on page 2 ®WARNING-Verifydeiig4 pommel .and READ A07ESWMISAIID IACLUDED NITEKREFEREhCE PAGE MII-7423.x V291201SED REUSE 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 MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormalion va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vq 2314. Tampa, FL 33610-4115 1f 513ut11em Pi�Te�SP� lumber is specified, the design values are those of#pstive U6/01/2013 byALSC Job Truss Truss Type Qty • Ply Labarbiera Res. T6487829 27379 B01G Roof Spa ial Girder 1 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 r.osu s Jm 11 zu14 nw eK inausines, inc. rn Aug zz iz:oz:ia zu14 rage z ID:TE6gT_le7mgvzQdQ23vu9aylas= Fg6WnoVbBWLx201tOLX5vSPQwP7WJMrgy8e\NWiyllgx NOTES- 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; 13=451ft; L=35ft; 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 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) The solid section of the plate is required to be placed over the splice line at joint(s) 5, 9. 8) Plate(s) at joint(s) 1, 10, 11, 14, 33, 3, 31, 4, 28, 7, 26, 24, 22, 21, 18, 12, 16, 30, 29, 6, 8, 23, 25, 20, 27, 19, 13, 15, 17, 2, 34 and 32 checked for a plus or minus 0 degree rotation about its center. 9) Plate(s) at joint(s) 5 checked for a plus or minus 3 degree rotation about its center. 10) Plate(s) at joint(s) 9 checked for a plus or minus 4 degree rotation about its center. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) ' This truss has been designed for a live load of 20.Opsf onithe 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. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2542 lb uplift at joint 15 and 3486 lb uplift at joint 34. 14) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 233 lb down and 230 lb up at 7-6-0. 233 lb down and 230 lb up at 9-6-12, 233 lb down and 230 lb up at 11-6-12, 378 lb down and 416 lb up at 13-6-12, and 265 lb down and 300 lb up at 15-6-12, and 276 lb down and 338 lb up at 17-6-12 on top chord, and 593 lb down and 739 lb up at 7-9-5, 133 lb down and 179 lb up at 9-6-12, 133 lb down and 179 lb up at 11-6-12, 20 lb down and 34 lb up at 13-6-12, 71 lb down and 77 lb up at 15-6-12, and 55 lb down and 29 lb up at 17-6-12, and 578 lb down and 777 lb up at 18-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pli) Vert: 1-5=-90, 5-10=-90, 10-11=-90, 11-14=-90, 33-35=-20, 31-32=-20, 29-30=-20, 28-29=-20, 27-28=-20, 25-26=-20, 22-24=-20, 17-20=-20, 16-38=-20 Concentrated Loads (lb) Vert: 5=-58(B) 21 =-578(B) 29=-51 1 (B) 41 =-58(B) 42=-58(B) 43=-1 96(B) 44=-98(B) 45=-1 17(B) 46=-1 12(B) 47=-1 12(B) 48= 18(13) 49=-52(B) 50=-33(B) ®WARNIN'-Veritydai7gn parame W. and READ M?ES GN MrSAND IPr UDED MI7EKREFEREAE PAGE MIZ-7473 ma 112512011 DEFOU11SE Design valid for use any 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 responsibility of the niliTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing,, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ItSay p ne�SP� lumber is spe coeds the design values are these effective 06101%1013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487830 27379 B02 Hip 1 1 Job Reference o tional East Coast Truss, Pori Pierce, FL.34946 ,.:+���.+�,,,<,.,•��lam,.,"„as, ,l.,ae«,�.��.�a�a,-.�age ID:TE6gl_te?mgvzQdQ23vu9aylas= 82EHCUXsj7cfliBFVmZZ IUmBCi?nH67QS7dbbyllgv 1-10-0 4-2-0 6-2-0 AO-8$ 14-2-0 16-2-0 20.6-0 25-8-0 T 31-0-0 33-4-0 35-2-0 1-10-0 2-0-0 2-0-0 3-0-0 1-2-8 3-5-8 2-0-0 4-4-0 5-2-0 5-4-0 2-0-0 1-10-0 Scale = 1:62.2 48 = 5x5 = 3x4 = 46 = 3x6 = 5x5 = 5 6 7 37 38 8 9 10 F 30 29 2x4 3x4 II 3x8 a'uu I T< 20 19 15 14 II = 5x5 = 2x4 1 1 6x6 2x4 I 5x8 = 2x4 I I 5x5 = 3x6 = 3x6 = 5x10 = 2x4 I 2x4 I I 5x12 = 1-10-0 35-2-0 1-0-0 4-2-0 6-2-0 9-7-6 10-1-6 14-2-0 i6-2-0 20-6-0 25-8-0 31-0-0 33-4-0 33 e D ifi-00 - 2-0-0 2-0-0 3-5-8 1-1-0 3-5-8 2-0-0 4-0-0 5-2-0 5-4-0 2-0-0 0�- t-6-0 Plate Offsets (X,Y)-- [1:0-3-3,0-1-8], [5:0-2-8,0-2-1], [10:0-2-8,0-2-1], [13:0-3-3,0-1-8], [14:0-2-8,0-3-0], [18:0-2-4,0-2-0], [23:0-4-4,0-4-4], [25:0-2-12,0-2-12], [26:0-5-8,0-2-8], I28:0-3-12,0-2-81,130:0-2-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.82 Vert(LL) 0.39 23-24 >977 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.76 Vert(TL) -0.51 23-24 >744 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.34 14 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 229 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. 3-29,4-27,7-22,8-19,11-15: 2x4 SP No.3 WEBS 1 Row at midpt 18-23 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=1931/0-8-0, 30=1937/0-8-0 Max Horz 30=-347(LC 6) Max Uplift 14=1503(LC 8), 30=-1628(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-782/553, 2-3=-2020/1522, 3-4=-3130/2389, 4-5=-3955/2910, 5-6=-3412/2653, 6-7=-3690/2866, 7-37=-2956/2520, 37-38=-2956/2520, 8-38=-2956/2520, 8-9=-1992/1812, 9-10=-1992/1812, 10-11=-2419/1921, 11-12=-2152/1678, 12-13=-565/440 BOT CHORD 1-30=-964/1342,'3-28=-1183/893, 4-26=-800/592, 25-26=1919/3093, 24-25=-2230/3656, 23-24=-2073/3220, 7-23=-1067/763, 21-22=-196/357, 18-21=-196/357, 17-18=-1705/2629, 16-17=-1416/1948, 11-16=-499/489, 13-14=-778/986 WEBS 26-28=-105211861, 3-26=-689/1048, 4-25=-400/712, 5-25=-1197/1686, 6-25=-867/658, 290, 8-23=-299/479, 12-14 —1 743/13511, 14-1673491 /495, 12-16' 1 62 4/2243, 2- 0 179411462, ,�`,` P.Q; ; ! N . • VF� ,��0� 28-30=-629/507, 2-28=-1592/2178 NOTES- N 68182 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=39ft; B=45ft; L=35ft; eave=5ft; Cat. 11; 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 + '0 ; 3) Provide adequate drainage to prevent water ponding. �13 T F �e 4) All plates are MT20 plates unless otherwise indicated. 0 • !(� 5) Plates checked for a plus or minus 0 degree rotation about its center. ors Q .' _ �•` 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �j .• ` /` 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 willfit between the ��� stS " • • • \ �` 8 Provide mechanical connection tom chord db n thersrof truss to bearin late ca able of withstandin 1503 Ib u lift at joint 14 and 1628 Ib u lift at (Y ) 9 P P 9 P J P joint 30. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 August 25,2014 AwARHIN'-Verify deiign paramerera and READ h07ESDI7774ISAND INaUDED MITEKREFEREACE PAGE MII-7473.. J12911014HIfMM '-■■ Design valid for use only with MTek connectors. This design is based any 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 i���• 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 If517uthernpine�SP�l umber isspecifiecLthe cleslonvaluesarethr7seeffectiveQ6 i0112013byALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487831 27379 ■03 Hip 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s din 112014 Welk industries, Inc. Fri Aug 22 12:52:23 2014 rage i ID:TE6gT_to?mgvzQdQ23vu9aylas=bdvPgVZk02 E9AvgAv7GcW6H1QkO_gtZ6QMHBwyllgs 4-2-0 6-2-0 B-10-0 11-6-0 14-2-0 1a-7-n 20-6-0 23-8-0 27-8-0 31-0-0 i 33-0-0 g62.p 1-10-0 2-41 2 0-0 2-8-0 2-8-0 2-8-0 2-0-0 4-4-0 3-2-0 4-0-0 3-0-0 2-4-0 1-1� 0-0 4x8 = 7.00 F12 5x5 = 4x6 = 4x6 = 5x5 = 3x6 7 8 40 9 10 11 i 4x6 L 3x4 NG3x6 6 4x6 f- 5 12 13 4x6 G 4 d 3x6 3 2 28 rn 27 1 eb sxs = N x8 Eb 629 24 d 2' 30 5x8 = 25 2' 20 33 32 2x4 II 5.00112 3x4 11 23 22 3x8 = 5x5 = 2x4 I I 6x6 :Z� 2x4 II 5x8 = 3x6 5x8 = 2x4 II 2x4 II 2x4 II 14 Scale: 3/16"=T 3x6 15 m 16 ]$ N 18 17 2x4 II 5x5 = 3x6 = 5x8 = 1-10-0 35-2-0 1-6-0 4-2-0 6-2-0 8-10-0 11-6-0 144 2-0 16-2-0 205-0 23-6-0 31-0-0 !'-4-0 33 a 0 1500-4 2-0-0 2-0-0 2-6-0 2-8-0 2-6-0 2-0-0 4-4- '3-2-0 74 2-0-0 0-0- 1.6-0 Plate Offsets (X,Y)— [1:0-3-3,0-1-8], [5:0-3-0,Edge], [7:0-2-8,0-2-1], [9:0-3-0,Edge], [11:0-2-8,0-2-1], [16:0-3-3,0-1-8], [17:0-2-8.0-3-0], [19:0-2-0,0-2-8], [21:0-2-8,0-2-0], 126:0-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.71 Vert(LL) 0.30 26-27 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.67 Vert(TL) -0.39 26-27 >968 180 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.29 17 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 246 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-1 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 4-3-0 oc bracing. 3-32,4-30,8-25,10-22,14-18: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17=1931/0-8-0, 33=1937/0-8-0 Max Horz 33=-420(LC 6) Max Uplift 17=-1504(LC 8), 33=-1628(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-706/479, 2-3=-2059/1545, 3-4=-3156/2405, 4-5=-3829/2856, 5-6=-3734/2869, 6-7=3054/2434, 7-8=-2576/2158, 8-40=-2337/2106, 9-40=-2337/2106, 9-10=-2337/2106, 10-1 1=-1864/1768,11-12=-2141/1917, 12-13=-2241/1883, 13-14=-2196/1852, 14-15=-2124/1632,15-16=-482/382 BOT CHORD 1-33=-839/1213, 3-31=-1178/894, 4-29=-758/542, 28-29=-1905/3190, 27-28=-1959/3379, 26-27=-1475/2533, 8-26=-906/548, 24-25=-122/284, 21-24=-122/284, 20-21 =-1 245/2119, 19-20=-1352/2042, 14-19=-287/337, 16-17=-667/837 WEBS 29-31 =-1 08511964, 3-29=-668/1033, 4-28=-262/554, 6-28=-546/957, 6-27=-1104/813, 7-27=-1066/1352, 8-27=-114/619, 10-20=-662/519, 11-20=-691/819, 21-26=-1138/1857" 10-26=-154/414, 15-17=-1787/1400, 17-19=-362/388, 15-19=-1539/2138, 2-33=-1790/1458, 31-33=-627/476, 2-31=1578/2154, 13-20=-379/459, 13-19=-315/273 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132niph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=35ft; eave=5ft; Cat. 11; 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 chard 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1504 lb uplift at joint 17 and 1628 lb uplift at joint 33. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,`I%tillI11/Ill �,•%0•,, N 68182 1T F �NA1-Er, 11111/ FL Cert. 6634 August 25,2014 AWAR Ar,-Vdfr, design parameters and REO MTE.S ON WSAAD ZPKIODED f4ITEKREFEREACE PAGE 14II-7473.. 1/29/2014aITOAEUSE '- r 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 iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information Iva able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ifSouttlernPilleSPIlumberisspet�ed, the design valuesare those effectiveOft 0112013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487832 27379 B04 Hip 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:52:25 2014 Page 1 ID:TE6gT_te7mgvzQdQ23vugaylas_-Y01 AFBb_XgExOT3DIJ9khxBdxDQDSajsZkrOGoyllgq 0 3- 1-10-0 2-0-0 2-0-0 3-6-0 3-10-0 -8 2-0-0 4-4-0 1-2-0 4-8-0 4-8-0 2-8-0 7.00 12 5x5 = 3x4 = 3x8 = 7 8 9 4x6 = 36 10 Scale = 1:61.9 32 31 2x4 11I 2x4 I 234x8 = sr ao 22 3x8 5x5 16 15 = = 5x5 = 5.00 12 2x4 II 5x8 = 5x8 1x4 11 5x5 1x4 II 2x4 II = 3x4 = 4x8 = 1x4 II 1-10-0 4-2-0 6-2-0 8 10- 13-6-0 1 -2- 16-2-0 20-6-0 1-8-0 26-0-0 31-0-0 33-8-0 112.0 - 2-0-0 2-0-0 -8- 6-8-0 -8-0 2-0-0 4-0-0 1-2-0 4-8-0 4-8-0 2-8-0 Plate Offsets (X,Y)-- [7:0-2-8,0-2-1], [10:0-3-0,0-1-12], [15:0-2-8,0-3-0], [17:0-5-8,0-2-4], [18:0-2-8,0-3-0], [21:0-2-8,0-2-0], [25:0-4-12,0-3-4], [26:0-2-12,0-2-8], [28:0-5-8,0-3-01, [30:0-2-0,0-2-01 [32:0-2-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.75 Vert(LL) 0.25 26 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.69 Vert(TL) -0.41 26-27 >938 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(TL) 0.25 15 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix-M) Weight: 260 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-13 oc purlins, BOT CHORD 2x4 SP No.2 'Except' except end verticals. 3-31,4-29,8-24,13-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-2-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-23, 9-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 32=195910-8-0, 15=1728/0-8-0 Max Horz 32=542(LC 7) Max Uplift 32=-1 645(LC 8), 15=-1345(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-671/442, 2-3=-2220/1594, 3-4=-3384/2469, 4-5=-3581/2703, 5-6=-2414/2036, 6-7=-2321/2068, 7-8=-2024/1881, 8-9=-1950/1859, 9-36=-1777/1777, 10-36=-1777/1777, 10-11=-2049/1912, 11-12=-2162/1873, 12-13=-2610/2089, 13-14=-2620/2035, 14-15=-1670/1310 BOT CHORD 1-32=-775/1152, 3-30=-1235/904, 29-30=-168/285, 4-28=-529/324, 27-28=-1933/3346, 26-27=-1544/2758, 25-26=-1071/2251, 8-25=-389/165, 21-38=-1028/2009, 20-38=-1028/2009, 19-20=-1028/2009, 18-19=-1416/2162, 17-18=-1698/2310, 13-17=-229/255 WEBS 28-30=-1131/2087, 3-28=-687/1056, 4-27=-59/296, 7-26=-541/714, 8-26=-272/635, 10-19=-538/652, 9-21=-567/366, 5-27=-560/948, 5-26=-817/724, 21-25=-1010/2008, 9-25=-219/429, 9-19=-386/271, 2-32=-1875/1484, 30-32=-687/428, 2-30=-1601/2231, 12-19=-650/663, 13-18=-233/298, 14-17=-1617/2175 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=39ft; B=45ft; L=34ft; eave=4ft; Cat. 11; 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) The solid section of the plate is required to be placed over the splice line at joint(s) 6. 5) Plate(s) at joint(s) 6 checked for a plus or minus 5 degree rotation about its center. 6) Plate(s) at joint(s) 7, 10, 11, 1, 31, 3, 29, 4, 27, 26, 8, 24, 21, 23, 22, 18, 13, 16, 28, 19, 14, 9, 5, 25, 20, 2, 32, 30, 12, 15 and 17 checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. Continued on oaae 2 Go IN N 68182 •4/♦ T OF .4 FL Cert. 6634 August 25,2014 A WARMN3 -Vedfr design parameters and READ A07ESGN7NISAnD MULUDED MITEKREFEREN-7 PAGE MIi-7473 rev. 112912014B90REUSE Design valid for use only with MiTek connectors. This design is based only upon parametersshown, 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 MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage: delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1f5vuthernPite75Ptumberisspecified,thedesignvaluesazethuseef#ective06j01%201.3byAL'S> V Job Truss Truss Type Qty Ply Labarblera Res. T6487832 27379 B04 Hip 1 1 Job Reference (optional East Coast Truss, FOR Pierce, FL. 34946 rasu s am I i — w mn - muusmes, man nuy ac .aa . eu w ray. c ID:TE6gT_te?mgvzQdQ23vu9aylas_-Y01 AFBb_XgExOT3DIJ9khxBdxDQDSajsZkrOGoyllgq NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1645 lb uplift at joint 32 and 1345 lb uplift at joint 15. 10) "Semi -rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNiN3 Al dfy design yammerers and HEAD AMES ON TNZSAND Z=UDED NITEKREFEREhCE PAGE MZZ-7473 re r. V291Z01489-MEWE Design valid for use only with Wok 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 p A�Te�• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding � V ! fabrication, quality control, storage, delivery, erection and bracing,; consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormafion va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 11Suutlrerrr Rine7SR% lumber is specified, the d eesgn vatues are those effective 45 10112M tsyALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487833 27379 B05 Hip 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTeK Industries, Inc. Fri Aug 22 12:52:25 2014 Page 1 ID:TE6gT_le7mgvzQdQ23vu9aylas= Y01AFBb_XgExOT3DIJ9khxBakDTZSZysZkrOGoyllgq -1-6-0 6-5-9 12-8-1 , 14-0-0 i 18.2-0 i19-5-15 23-2-8 1-6-0 6-5-9 6-2-9 1-3-15 4.2-0 1-3-15 3-8-9 m d1 SX4 — 7.00 12 462-e0 124x4 = 5x5 = 5x5 = Scale = 1:51.5 3x8 = i 6-5-9 12-8-1 140-0 , 18.2-0 fl9.5.15 i 23.2-8 6-5-9 6-2-9 1-3-15 4-2-0 1-3-15 3-8-9 Plate Offsets (X Y)— f2:0-0-0 0-0-61,f4:0-2-0 Edoel,f7:0-2-8,0-3-11,f8:0-2-8 0-2-51,f10:0-2-8.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.96 Vert(LL) 0.10 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.48 Vert(TL) -0.16 12-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.05 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 169 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-13 oc bracing. WEBS 1 Row at midpt 8-10, 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 2=1408/0-8-0, 10=1264/0-4-8 Max Horz 2=766(LC 7) Max Uplift 2=-1 1 79(LC 8), 10=-1006(LC 8) Max Grav 2=1428(LC 13), 10=1264(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1960/1437, 3-4=-127611068, 4-5=-1123/1120, 5-6=-104011163, 6-7=-685/862, 7-8=-703/864, 8-9=-339/396, 9-10=-309/368 BOT CHORD 2-14=-1206/1866, 13-14=-1206/1866, 12-13=-1206/1866, 12-18=-759/1056, 18-19=-759/1056, 11-19=-759/1056, 11-20=-480/598, 20-21=-480/598, 10-21=480/598 WEBS 3-14=0/261, 3-12=-847/831, 8-11=-536/884, 8-1 0=-1 272/824, 6-12=-435/606, 6-11=-652/462 11►���, �� `, ,`QUIN , NOTES- 1) Unbalanced roof live loads have been considered for this design. ,`�OP.••,••••••.,•�� ♦ C E N SF• 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; S=45ft; L=24ft; eave=4ft; 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 : N 68182 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. e 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. -0 ; 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 ?j T F .' •. fit between the bottom chord and any other members, with BCDL = I O.Opsf. !� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1179 lb uplift at joint 2 and 1006 lb uplift at 10. ♦♦ •, P .� �� ♦j 0.•` joint 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� ��j sS \ �`►`, '� l/11111111�, FL Cert. 6634 August 25,2014 AWARKM-Verify design paramemrsand READ I TESCN 71116,110 MCLUDED MITEKREFEREME 114GEMII-7473 rax IIW20IJBDWEVSE Design valid for use only with MTek connectors. This design is based onlyupon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and brocing,'consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vo' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If fivuthern pine�Sp� lumber is specified, thedesign values are thole effective 051101/2013 byALSC Tampa, FL 33610-4115 Truss Truss Type Qty Ply Labarbiera Res. T6487834 Flo�b 9 B06 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:52:26 2014 Page 1 ID:TE6gl_te?mgvzQdQ23vu9aylas=OCbYTXbcfzMoOdePslgzEBkladp18 w?oNaxoEyllgp i 6-5.13 12-8-1 1" 1-0 i 19-5-15 i 23-2-8 i 6-5-13 6-2-5 3-4.15 3-4-15 3-8-9 4X6 = 2.00 12 4x4 = 5x5 = 7.00 12 5 6 4x4 1 A v5 15 13 12 " 10 "' 9 8 5x5 = 1x4 II 3x4 = 3x4 = 4x4 = 3x8 = Scale = 1:56.3 Plate Offsets (X,Y)-- I3:0-2-0 Edoel f6:0-2-8,0-2-51 I7:0-5-0,0-1-01, 113:0-2-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.95 Vert(LL) 0.10 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.46 Vert(TL) -0.19 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.08 15 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 188 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-6 oc bracing. OTHERS 2x6 SP No.2 WEBS 1 Row at midpt 4-10, 5-9, 2-13, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=1258/0-8-0, 15=1213/0-4-8 Max Horz 13=584(LC 8) Max Uplift13=-883(LC 8), 15=-1044(LC 8) Max Grav 13=1283(LC 13), 15=1213(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-460/506, 2-3=-1171/917, 3-4=-10371968, 4-5=-969/1037, 5-6=-503/637, 1-13=-454/490, 8-14=-786/1079, 7-14=-786/1079 BOT CHORD 12-13=-1292/1534, 11-12=-1292/1534, 10-11=-1292/1534, 10-16=-505/757, 16-17=-505/757, 9-17=-505/757, 8-9=-335/504 WEBS 2-12=0/260, 2-10=-672/747, 5-10=-565/688, 5-9=-692/567, 6-9=484/807, 2-13=-1369/680, 6-8=-1130/830 1111 1/1 ,,QU � N NOTES- ,,� OP.•�,,...•. `�'I� 6 •� 1) Unbalanced roof live loads have been considered for this design. ♦♦ , �G E N � F•••, . 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; ♦ •• �. iA Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 nj 68182 plate grip DOL=1.60 * �• 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. = = 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will -Q fit between the bottom chord and any other members, with BCDL = 10.Opsf. o '• T 0 F :• 1J 6) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity (J of bearing surface. �'� •,'C Q�.' ♦♦ Q.\• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 883 lb uplift at joint 13 and 1044 Ib uplift at �j �% I�, ss .. • G joint 15. 8) "Semi including heels" Member fixity in the design this truss. \ v -rigid pitchbreaks end model was used analysis and of FL Cert. 6634 August 25,2014 AWARMAr. -Verify design parameters and READ A07ESGNVUSAND INa(MED MITER'REFEREME PAGEMll-7473 mx 112912014BUGMDSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the A�Te�• 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/TPI1 Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 2314. Tampa, FL 33610-4115 ifSauttTernpMe7SF Iumberisspecified!thedesignvaluesarethoseeffective06�01 2013byALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487835 27379 807 Root Special 1 1 Job Refere ce (optional) East Coast Truss, Fort Pierce, FL. 34946 7,530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:52:27 2014 Page 1 ID:TE6gT_te?mgvzQdQ23vu9aylas= UP9wgtcF3HUfdnDbPkBCnMHyW191wWo91 I KVKhyligo 144.8 115-8 i 1-3-0 6-9-1 12-3-1 -0 , 19-0-15 i 22-9-8 1-3-0 5-6-1 5-6-1 2-1-7 1-3-8 3-4-15 �l 4x8 = 2X90l1 124x4 = 7.00 12 6 7 84x4 = 17 16 15 14 13 5x5 = 3x4 = 3x4 = US = 2x4 II i 1-3-0 6-9-1 12-3-1 14-4-8 19-0-15 22-9-8 1-3-0 5-6-1 5-6-1 2-1-7 4-8-7 3-8-9 Plate Offsets (X Y)-- f5:0-5-0,0-2-01 I12:0-2-12.0-2-81, I17:0-2-8,0-3-01 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 6-13: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 17=1238/Mechanical, 10=1238/0-4-8 Max Horz 17=685(LC 7) Max Uplift 17=-932(LC 8). 10=-999(LC 8) Scale = 1:53.1 m d CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.81 Vert(LL) 0.0714-16 >999 240 MT20 244/190 BC 0.46 Vert(TL)-0.1416-17 >999 180 WB 0.68 Horz(TL) -0.04 10 n/a n/a (Matrix-M) Weight: 189 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-14. 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1495/1162, 3-4=-1117/1024, 4-5=-975/1069, 5-6=-932/1083, 6-7=-908/1091, 7-8=-599/819, 8-9=-734/782, 9-10=-1207/1022 BOT CHORD 16-17=-878/1034, 15-16=-963/1419, 14-15=-963/1419, 11-12=-705/885 WEBS 2-16=-197/517, 3-14=-622/648, 5-14=-263/329, 12-14=-852/1191, 5-12=-259/299, 7-12=-456/614, 7-11=-680/495, 9-11=-648/928, 2-17=-1379/1158 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=39ft; B=45ft; L=24ft; eave=4ft; 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 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 932 lb uplift at joint 17 and 999 lb uplift at joint 10. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N 68182 T F 441 J. s ` \� FL Cert. 6634 August 25,2014 ®wvuLwN'-Vedr design parameters and READ M7ES GN 7MISAM IPX1.0 0 IQITEKREFEREAM PAGE NII-7473 reR 7J29/2014BEIMUSE Design valid for use only with MiTek connectors. This design is based only upon parametersshown, and is for an individual building component. �e Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown HV is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillily of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing,. consult ANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va 2314. able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA Tampa, FL 33610-4115 !f Seuthern p"ine�5p� lumber is spec ifl edr the design values are throe effective 06jZQi12M by ALSC Job Truss Truss Type Qty Ply Res.T6487836 Lbarbiera 27379 808 RootSpecial 1 1b Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Mon Aug 25 08:57:06 2014 Page 1 ID:TE6gT_te?mgvzQdQ23vu9aylas_ uvwLEDiZevgo300Z7DuiVZCGcsCGrlfes?GVhlykN?R 3-3-0 7-9-1 12-3-1 15-8-0 19-0-15 22-9-8 3-3-0 4121 4-6-1 3-4-15 3-4-15 3-8-9 2.00 F12 4x4 = 4x4 5x5 = 6 ,,,,1 15 13 12 17 18 11 10 19 20 9 8 3x6 I I 3x8 = 3x4 = 3x8 = 3x4 = 4x4 = Scale = 1:54.0 3-3- -3- 9-0- 3-3-0 9-0-1 6-9-14 3-1-9 0-7- Plate Offsets (X Y)-- f6:0-2-8 0-2-51 17:0-5-0 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl LJd PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.61 Vert(LL) -0.16 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.72 Vert(TL) -0.43 10-12 >634 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.06 15 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 191 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-0 cc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-11 cc bracing. OTHERS 2x6 SP No.2 WEBS 1 Row at midpt 5-9, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=1235/Mechanical, 15=1190/0-4-8 (min. 0-1-8) Max Horz 13=504(LC 8) Max Uplift 13=871(LC 8), 15=-1020(LC 8) Max Grav 13=1240(LC 13), 15=1203(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1276/865, 1-16=-1211/824, 2-16=-1211/824, 2-3=-1557/1162, 3-4=-1162/969, 4-5=-980/994, 5-6=-490/627, 8-14=-763/1084, 7-14=-763/1084 BOT CHORD 12-13=-413/377, 12-17=-1061/1357, 17-18=-1061/1357, 11-18=-1061/1357, 10-11=-1061/1357, 10-19=-501/767, 19-20=-501/767, 9-20=-501/767, 8-9=-334/502 WEBS 1-12=-1011/1607, 2-12=-1053/893, 3-10=553/646, 5-10=505/700, 5-9=-726/544, 6-9=-468/804, 6-8=-1122/809 TES- G E ♦♦i 1) Unbalanced roof live loads have been considered for this design. ,OP•\ N g F +' 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. ♦ 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber N 68182 •� 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. �'Q cc Z 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 T F <U ••• will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 0 (0) ((� 7) Refer to girder(s) for truss to truss connections. ,�♦ '.'� p Q;.' �_`�� 8) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ♦♦j ss 0 ' 9) Provide truss to bearing 871 lb 13 1020 lb \ '��, N mechanical connection (by others) of plate capable of withstanding uplift at joint and uplift �4 at joint 15. 1111111 10) "Semi -rigid pitch breaks including heels" Member end fixity model was used 1n the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 August 25,2014 " ®WARMM'•Verffirdesig. Paramesrsand READ MITESCNTNISAND IN420DED NITEKRFFEREACEPASENII-7473..-V29/2014RUVREUSE 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 MiTek* erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able om Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 3 ast Blvd. 115 f5uuthernPine7fiF Iv risspecified,thedesignvaluesaxethoseeffectiveOfi/OY/2OP3byAL5C Job Truss Truss Type Qty Ply Labarbiera Res. T6487837 27379 B09 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MrreK Industries, Inc. Fri Aug Lz 12:52:29 2u14 rage 1 ID:TE6gl_te?mgvzQdQ23vu9aylas= QnGg5ZeVbukNt5N_X9EgsnMJkrrLOLVSULpbPZyllgm 4-6-0 8-2-0 11-8-1 13-9-8 i15-1-0 1 18.5-15 1-2-14-8-0 3-6-0 3-6-1 2-1-7 1-3-8 3.4.15 3-8-9 4x8 = 2xg.ob 124x4 = 5 6 74x4 = m d 16 15 "' 13 12 5x5 = 3x4 = 3x4 = 3x8 = 1x4 II Scale = 1:52.8 i 4-8-0 11-8-1 139-8 18-5.15 22-2-8 i 4-8-0 7-0-1 2-1-7 4-8.7 Plate Offsets (X Y)— f2:0-5-4 0-2-01 f4:0-5-0 0-2-01 (11:0-2-12.0-2-81 116.0-2-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.76 Vert(LL) -0.08 13-15 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.49 Vert(TL) -0.20 13-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 196 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins, BOT CHORD 2x4 SP No.2 `Except' except end verticals. 5-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-13, 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16=1205/0-8-0, 9=1205/0-4-8 Max Horz 16=667(LC 7) Max Uplift 16=-919(LC 8), 9=-962(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1386/1219, 3-4=-1017/1058, 4-5=-902/1035, 5-6=-885/1052, 6-7=-602/799, 7-8=-715/759, 8-9=-1175/986 'BOT CHORD 15-16=-969/1354, 15-18=-869/1216, 18-19=-869/1216, 14-19=-869/1216, 13-14=-869/1216, 10-11=-710/884 WEBS 2-16=-1417/1051, 4-13=-203/279, 11-13=850/1216, 4-11=-286/293, 6-11=-424/623, 6-1 0=-679/500, 8-1 0=-652/927, 3-15=-222/278,3-13=511/556 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=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11, 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 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 919 lb uplift at joint 16 and 962 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0011111111111 ,`I N "VF i N 68182 % % T OF :•�/ ,,��'s`,S,� FL Cert. 6634 August 25,2014 ® WABMIr. -Verify design parameters and BEAD ND7ES GN 779SAND 7h1111DED MTTEKREFEREAM PAGE NIZ-7473 mx 1/29/I014 SUMME Design valid for use only with Wek 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 MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing,: consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SaletyInlormafion vo able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. TfSouthernwiine�SP llumber isspecified, the design values arethuseeffective GSIO112013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty, Ply Labarbiera Res. T6487638 27379 B10 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:52:30 2014 Page 1 ID:TE6gT_te?mgvzQdQ23vu9aylas= u_g2lvf/MCsEVEyA5tiv0_vTrEBl7rXbj?Y9xOyllgl 6-8-0 11-8-1 15-1-0 18-5-15 i 22-2-8 6-8-0 5-0.1 3-4-11 3-415 4x6 = 2.00 F12 4.4 = 4 55x5 = 11 10 9-- 8 7 5x5 = 1x4 II 5x8 = 3x4 = 44 = Scale = 1:53.1 06 = m 4x6 = 13 LOADING (psf) SPACING- 2-0-0 CS]. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.81 Vert(LL) -0.08 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.44 Vert(TL) -0.18 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.07 13 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 191 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins, except 1-2: 2x4 SP No.1 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-15 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-11, 3-9, 4-8, 5-7 OTHERS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS. (lb/size) 11=1203/0-8-0, 13=1158/0-4-8 Max Harz 11=-606(LC 6) Max Uplift 11 =-861 (LC 8), 13=-980(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-284/315, 2-3=-1045/882, 3-4=-885/944, 4-5=-478/609, 7-12=-726/1027, 6-12=-726/1027 BOT CHORD 10-11=-955/1250, 9-10=-956/1247, 9-15=-523/714, 15-16=-523/714, 8-16=-523/714, 7-8=-345/481 WEBS 2-11=-1341/923, 2-10=0/252, 2-9=-474/502, 4-9=-468/604, 4-8=-640/505, 5-8=-428/758, 5-7=-1074/767 NOTES- `(�v I N 1) Unbalanced roof live loads have been considered for this design. 1 2 Wind: ASCE 7-10; Vult=170m h 3-second gust)Vasd=132rn h; TCDL=9.0 sf; BCDL=3,0 sf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; �, OP•' p( p P P ♦� , �GENg 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. ®* : N 68182 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 '0 fit between the bottom chord and any other members, with BCDL = 10.Opsf. T IF : •� 7) Bearing atjoirl 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity o Q !V of bearing surface. �� •, Q _ ♦♦ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 861 lb uplift at joint 11 and 980 lb uplift at �j �.•`��,�� joint 13. ICI sts •... \ �� 9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. �I�� IO NA IF1111111"I,��� FL Cert. 6634 August 25,2014 4 l"Ar.a -Wdfr de3iga parameters and READ M7ESGN 7TTISAND IT4C7.IWED NITEKREFERENCE PAGE MIl-7473 a: a UL9/2014BUGREUSE 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 MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing,'consult ANSI/TPI1 Quality Criteria,, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Informaflon va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 its.. thern PSne7fiO ItTIT1be1 is specified', the design values are these effective 06�OY/ 2413byALSC Job Truss Truss Type Qly Ply Labarblera Res. T6487839 27379 Bit Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITeK Inausines, Inc. Fri Aug 22 12:5Z:30 ZU14 ),age 1 ID:TE6gT_te?mgvzQdQ23vu9aylas_ u_g2lvf7MCsEVEyA5tivO_vQ3EAU7vYbj?Y9x0yllgl 3.6-14 7-5,12 11-8-1 i 13.9-8 115-1-0 18-5-15 22.2-8 3-8-14 3-8-14 4.2.5 2-1-7 1-3.8 3-4-15 3-8-9 4x8 = 24.0b F124X4 = 7.00 12 5 6 74x4 = 5x5 = 3x4 = 3x4 = 3x8 = 2x4 II 7-5-12 11-8-1 13-9-8 18-5-15 Scale = 1:52.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.98 Vert(LL) -0.08 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.49 Vert(TL) -0.22 15-16 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.55 Horz(TL) -0.04 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 201 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins, except BOT CHORD 2x4 SP No.2 "Except" end verticals. 5-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-13, 6-10, 2-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16=1205/0-8-0, 9=1205/0-4-8 Max Horz 16=-716(LC 6) Max Uplift 16=-933(LC 8), 9=-947(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1047/983, 3-4=-1015/1007, 4-5=-893/1020, 5-6=-871/1032, 6-7=604/791, 7-8=-715/750, 8-9=-1175/971 BOT CHORD 16-18=-822/891, 18-19=-822/891, 15-19=-822/891, 14-15=-982/1244, 13-14=-982/1244, 10-11=-746/864 WEBS 3-15=-495/487, 3-13=-544/462, 4-13=-297/277, 11-13=-917/1136, 4-11=-256/319, 6-11=-400/591,6-10=-658/538,8-10=-686/909,2-16=1178/950,2-15=-540/742 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=39ft; B=45ft; L=24ft; eave=4ft; 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 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 933 lb uplift at joint 16 and 947 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 August 25,2014 A WARNM -Yerif7 design DardmetPrs and HEAD M IES CM 7114ISAND MCLUDED TMITEKREFERE&CE PAGE MII-7473.. I/29/2414afFO8EME 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing,'consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ti SouUt ern Ru1e�5F� lumber is specified, the design values are those effective QIa1O1/2013 by ALSC Tampa, FL 33610-4115 J�w Job Truss Qty Ply Res.T6487840 �ru_ssT,,e 7Joence 27379 B12 of Special 1 (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MITeK Industries, Inc. Frl Aug 22 12:b2:31 2D14 Page 1 ID:TE6gT_te7mgvzQdQ23vu9aylas= MAORWFfl7W 560WMeaG8xCRgjeTysKrlyfliTSyllgk 4-5-9 8-7-9 12-3-1 , 15.8-0 19-0-15 22-9.8 4-5 9 4-2-1 3.7-8 3-4-15 3-415 3-8 9 4x8 = 2.00 12 4x4 = 7.00 12 5 65x5 = 15 13 " 11 10 9 <� 8 5x5 = 4x4 = 3x4 = 3x4 = SxB, = 5x5 = 8-7-9 12-3-1 15.7.8 1 1 -0 19-0-15 22-2-8 2 -9- 8-7-9 3-7-8 3-47 0- 8 3.1.15 3-1-9 -7- Scale = 1:53.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.67 Vert(LL) -0.15 11-13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.67 Vert(TL) -0.38 11-13 >707 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 15 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 210 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-4 oc purlins, except BOT CHORD 2x4 SP No.2 'Except' end verticals. 8-9: 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-4 oc bracing. WEBS 2x4 SP No.3 `Except* WEBS 1 Row at midpt 2-13, 4-9, 5-9, 6-8 1-13: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (lb/size) 13=1235/Mechanical, 15=1190/0-4-8 Max Horz 13=-633(LC 6) Max Uplift13=938(LC 4), 15=-993(LG8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-256/226, 2-16=-256/226, 2-3=-1156/962, 3-4=-1050/949, 4-5=-705/788, 5-6=-701/786, 8-14=-733/1059, 7-14=-733/1059 BOT CHORD 13-17=-759/926, 12-17=-759/926, 12-18=-759/926, 11-18=-759/926, 10-11=-920/1275, 9-10=-696/944, 9-19=-375/477, 19-20=-375/477, 8-20=-375/478 WEBS 2-13=-1221/973, 2-11=-389/669, 3-11=-393/356, 3-10=-649/532, 4-10=-431/529, 4-9=-511/462, 6-8=-1010/795, 6-9=-470/719 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=39ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpt=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 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 938 lb uplift at joint 13 and 993 lb uplift at joint 15. 10) "Semi -rigid pitchbreaks Iincluding heels" Member end fixity model was used in the analysis and design of this truss. I N .� OP•• E '<F �• 0000 , .• �\ G NSF'. N 68182 T OF FL Cert. 6634 August 25,2014 AWARNIIT-Verifydeign Parameters and HEAD AOTESGNMMAND INCLEMED NITS REFEREME PAGENII-7473 rex I,F29/202dEDUMt15E 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 responsibillity, of the iTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing,. consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 if5authernPine7SPjlumber isspecified, the design values are thuseeffective 06 aY1`201-1byALSC 0 Y 1 Job Truss Truss Ty pe Qly Ply Labarbiera Res. T6487841 27379 B13 Roof Special 1 1 I Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 2212:52:32 2014 Page 1 ID:TE6gT_te7mgvzQdQ23vu9aylas=rMypjagNup6ykY5ZCInNTP_nv2shbkOuAJ1F0uyllgj 15-11-0 1-B-0 9-2-7 12-3-1 13-7-8 15-8-0 18-2-0 1 -0-1 22-9-8 1-8-8 7-5-15 3-0-10 1-4-7 2-0-8 0- 2-3-0 0.10-1 3-8-9 7.00 12 41 = 2.00 12 4x8 = 2x4 I 15x5 = Scale = 1:55.8 19 1 �II� ib 17 oxv — 5x5 = 12 11 3x4 = Us 11 3x4 = 5x5 = 2x4 II 5.00 12 i 1-8.8 9-2-7 12-3-1 i13-7-8 i 15-11-0 i 18-2-0 r _ 22-9-8 1-8.8 7-5-15 3-0-10 1-4-7 2-3-6 2-3-0 4-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.90 Vert(LL) 0.12 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.51 Vert(TL) -0.26 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.06 19 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 241 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. 6-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-15 oc bracing. Except: WEBS 2x4 SP No.3 'Except* 1 Row at midpt 6-10 1-17: 2x4 SP No.2 WEBS 1 Row at midpt 1-17, 2-15, 5-12, 5-10, 7-9 OTHERS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS. (lb/size) 17=1235/Mechanical, 19=1190/0-4-8 Max Horz 17=-619(LC 6) Max Upliftl7=-969(LC 4), 19=-987(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1 7=-1 299/1044, 1-2=-569/539, 2-20=-1242/1.091, 3-20=-1242/1091, 3-4=-1157/1055, 4-5=-901/961, 5-6=-589/703, 6-7=-595/683, 9-18=-727/983, 8-18=-727/983 BOT CHORD 16-17=-279/453, 16-21=-569/690, 15-21=-569/690, 14-15=-1053/1345, 13-14=-749/991, 12-13=-583/763, 9-10=-365/480 WEBS 1-1 6=-1 179/1454, 2-16=-1306/1250, 2-15=-683/1007, 3-15=-467/456, 3-14=-737/643, 4-14=-520/588, 7-10=-551/726, 5-1 2=-448/385,10-12=-500/683, 5-10=-407/312, 5-13=-659/847,4-13=-455/423, 7-9=-1001/785 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 chard 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 969 lb uplift at joint 17 and 987 lb uplift at joint 19. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `tolllirrrlr���,, %♦ Qv 1 N VF .•�\G•E Ndo SF i N 68182 :� • T OF %� 1111111 FL Cert. 6634 August 25,2014 ®WARNIN' -Verify design p—em a and READ h0 TES CN TNISAN7 INaUDED MITEKREFEREhCE PAGE MII-7473 — 112912014 BIFOREHSE 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 MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, vA 2314. Tampa, FL 33610-4115 if Southern Pin I umber is specified', the design values are those effective 06�0Yj2013 by ALSC V 1 Job Truss Truss Type Qly Ply Labarbiera Res. T6487842 27379 B14 Root Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Lb3U S JUI 11 ZU14 MI I eK Inausrries, Inc. Fri Aug zz 12:oz:3a Zu14 rage 1 ID:TE6gT_te?mgvzQdQ23vu9aylas= JZWBxwh?f7EpMiglm?IcOdXOWSCUK9ol PznpYLyllgi 1-7-0 3-8-8 9-9-5 12-3-1 .-15-11-0 19-0-15 2-9-8 1-7-2 2-1-8 6-0.13 2-5-12 3-4151580 0- 0 3-1-15. 3-8-9 4x6 = 7.00 12 5x5 = 2.00 12 3x 5x5 = 7 18 19 Scale = 1:55.5 14 10 9 5x5 i 5.00 12 5x5 = 44 = i 1-7-0 3-8-8 9-9-5 11-7-8 15.11-0 i _19-0-15 22.9-8 0 2-1-8 13 1-10-3 4-3.8 3-1-15 3-8-9 Plate Offsets (X Y)-- f5.0-2-8 0-0-111 f7:0-2-8 0-2-51 fB:0-5-0 0-1-01 f14:0-2-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.65 Vert(LL) 0.12 11-12 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.47 Vert(TL) -0.19 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) -0.11 16 n/a n/a BCDL 10.0 Code FBC2010rrPI2007 (Matrix-M) Weight: 210 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-5-1 oc bracing. 1-14: 2x4 SP No.2 WEBS 1 Row at midpt 6-10, 7-9, 2-14 OTHERS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation quide. REACTIONS. (lb/size) 14=1235/Mechanical, 16=1190/0-4-8 Max Horz 14=-631(LC 6) Max Uplift 14=-992(LC 4), 16=-986(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-288/274, 2-17=-915/845, 3-17=-915/845, 3-4=-1373/1210, 4-5=-1370/1251, 5-6=-1164/1172, 6-7=-694/775, 9-15=-733/1038, 8-15=-733/1038 BOT CHORD 13-14=-508/594, 12-13=-900/1037, 11-12=-1188/1479, 10-11=-630/795, 10-18=-378/458, 18-19=-378/458,9-19=-378/458 WEBS 3-13=-999/907, 3-12=-504/729, 4-12=-378/365, 4-11=-778/704, 6-10=-791/747, 6-11=-758/937, 7-10=-499/696, 7-9=989/799, 2-14=-1249/977, 2-13=-1086/1306 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=39ft; B=45ft; L=24ft; eave=4ft; 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 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 992 lb uplift at joint 14 and 986 lb uplift at joint 16. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. % GXJ 1 N "V N 68182 441 ' T OF ► �? FL Cert. 6634 August 25,2014 ® WARMN- - Verify design paramema and HEAD AD 7ES GN MZS'AND INCLUDED NI7EKREFEREAtE PAGENI7-M73 rex 7129120148fFaREUSE 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 EC A'T�1.• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MY� E fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP17 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa. FL 33610-4115 if SouthernPine�SP luniberisspecified', the design values are thoseeffective05A0VZ013byALSC 0 w Job Truss Truss Type Qly Ply Labarbiera Res. T6487843 27379 B15 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:52:34 2014 Page 1 ID:TE6gT_te7mgvzQdQ23vu9aylas_ nl4Z8GieQRNgzsFxKiprZg36LsYl3d5Bedwm4nyllgh 5-8-8 10-0-3 12-3-1 15.8.0 15-1 -0 19-0-15 22-9.8 3-7.1 2-1-8 4-7-11 1-10-15 3-4-15 0. 0 3-1-15 3-&9 2.00 F12 7.00 12 4x4 = 4x8 5x5 = 6 14 5.00 12 9 8 US II 5x8 = 4x4 = Scale = 1:55.1 i 3-7-0 5-8-8 9-7-8 i 12-3-1 i 15.11-0 i 19-0-15_ 22-9-8 r 3-7-0 2-1-8 3-11-0 2-7-9 3-7-15 3.015 3-8-9 Plate Offsets (X Y)--I2:0-1-12.0-2-01,14:0-5-0.0-2-01,16:0-2-8,0-2-51.17:0-5-0,0-1-01,19:0-2-4.0-2-01,111:0-2-8.0-1-111 LOADING (psf) SPACING- 2-0-0 r CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.96 Vert(LL) 0.15 11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.47 Vert(TL) -0.20 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) 0.15 16 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 209 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 1-14, 5-9. 6-8, 4-9 OTHERS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (lb/size) 14=1235/Mechanical, 16=1190/0-4-811 Max Horz 14=-93(LC 6) Max Uplift14=-968(LC 8), 16=-923(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1204/973, 1-17=-715/570, 2-17=-674/577, 2-3=-1066/872, 3-4=-1230/1065, 4-5=-696/722, 5-6=-694/721, 8-15=-679/993, 7-15=-679/993 BOT CHORD 12-13=-622/765, 11-12=-1179/1537, 10-11=-1204/1559, 9-10=-828/1113, 9-18=-330/439, 18-19=-330/439, 8-19=-330/439 WEBS 1-13=-935/1199, 2-13=-1202/1006, 2-12=-641/890, 3-11=-439/662, 3-10=1301/1097, 4-10=-878/1119, 6-9=-472/654, 6-8=-987/739, 4-9=-885/705, 3-12=-662/544 NOTES- 1j I����IIIOj ,,I�� 1) Unbalanced roof live loads have been considered for this design. ��� QV IN V F� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; 6=45ft; L=24ft; eave=4ft; Cat. 11; %% Q.• �,. • • • •.. I� •• �� �i� Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ♦♦ '� ,• G E N g �•'•• 3) Provide adequate drainage to prevent water ponding. ♦♦•• �. 4) Plates checked for a plus or minus 0 degree rotation about its center. % N 68182 •� 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, with BCDL = IO.Opsf. 7) Refer to girder(s) for truss to truss connections. -13 fl 8) Bearing at joints) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity � T F :�14/ of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 968 lb uplift at joint 14 and 923 lb uplift at !(� �� ••. Q .• _ ♦♦ �.•• N joint 16. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �j �I� sS • • <�� % FL Cert. 6634 August 25,2014 ®WARNS -Verify design Paramerera and HEAD MJ TES ON MrSAND INGIMED NITEKREFEREMS PAGE NII-7473 m. V2912014 MO EM !� 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 MiTP'rk• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informallon va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA yy2314. Tampa, FL 335104116 HSauthernPnte�SF�Iumberisspeciftedstligctefi nvaluesarethoseeffective06/01f2013byALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487844 27379 B16 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MI l eK Inauslfles, Inc. PrI Aug 2Z 12:bZ:35 2014 Pagel ID:TE6gT_te?mgvzQdQ23vu9aylas= FxexLciGBkVXbOg8tQK452cH9Fuwo4cKtHGwdDyllgg 3.11-8 10.5-7 12-3-1 15-1-0 15-1 -0 19.0.15 22-9-8 3-11.8 6-5-15 1-9-10 3-4-15 0. 0 3.1-15 3-8-9 Scale=1:56.5 2.00 12 Too 12 46 4x4 = 5x5 = 5 6 5.00 12 17 18 13 9 8 3x6 11 5x5 = 4x4 = 3-11-8 7-8-0 10.5-7 12-3-1 15-11-0 19-0-15 22-9-8 22- -9 3-11-8 '3.6.8 2-9.7 1-9-10 3-7-; 3-1-15 3-6.9 0- 1 Plate Offsets (X Y)-- r2:0-1-12 0-2-01 r6:0-2-8 0-2-51 r7:0-5-0 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.96 Vert(LL) 0.13 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.48 Vert(TL) -0.20 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) 0.14 15 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 200 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 13=1235/Mechanical, 15=1190/0-4-8 Max Harz 13=-91(LC 6) Max Uplift 13=-970(LC 4), 15=-923(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1 3=-1 202/979, 1-16=-795/627, 2-16=-744/634, 2-3=-1533/1232, 3-4=-1231/1067, 4-5=-1043/995, 5-6=-694/721, 8-14=-680/994, 7-14=-680/994 BOT CHORD 11 -1 2=-686/840, 10-11 =-1 187/1532, 9-10=-544/753, 9-17=-331/440, 17-18=-331/440, 8-18=-331 /440 WEBS 1-12=-936/1208, 2-12=-1173/1000, 2-11=-822/1108, 3-10=-1267/1098, 4-10=-221/261, 3-11=-153/252, 5-9=-788/684, 5-10=-631/803, 6-9=-473/650, 6-8=-987/740 Structural wood sheathing directly applied, except end verticals Rigid ceiling directly applied or 5-5-10 oc bracing. 1 Row at midpt 1-13, 5-9, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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=39ft; B=45ft; L=24ft; eave=4ft; 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 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 970 lb uplift at joint 13 and 923 lb uplift at joint 15. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. %N ``00I N 1111111 1j .� OP•• • �cc ;; �. . �.•�,�CENSF.��•o i N 68182 T OF •�` /111111 ;; FL Cert. 6634 August 25,2014 ®WARMS -Vedfr design Parameters and READ MTES GN MrSAIM IAUUDE0 MI7EICREFERE,4tE PAGE NII-7473.r. V29/2011SDUUVRE 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 responsiblllity of the p A�Tep�• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding � V fl 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. Tampa, FL 33610-4115 IfSauthernPine �Sp�lumaerisspecified, the desipvat uesare those effectiveU6 011201311ryALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487845 27379 817 Roof Special 1 1 Job of-ence (optional) East Coast Truss, Fort Pierce, FL. 34946 1 7.530 s Jul 11 2014 MiTek Industries, Inc. Fri Aug 22 12:52:36 2014 Page 1 1 ID:TE6gT_te?mgvzQdQ23vu9aylas_ j7CKZyjuy2dND9PKR7sJeF8XrfCbXXLU5x?T9fyllgf 1-11-8 5-8-8 2-2-9 2-4-8 3-0-15 0- 3-1-15 4x6 = 7.00 12 44 = 2.00 12 5x5 7 _ Scale = 1:56.5 V 13 b.uu 112 10 9 5x5 7-9-12 5x5 = 44 = 1-11-8 5-8-12 3-7-15 f 3-1-18 3-8-9 0-1- 2-0-13 0-1-12 2A-8 Plate Offsets (X Y)--I7:0-2-8.0-2-51,18:0-5-0.0-1-01,113:0-2-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.64 Vert(LL) 0.15 11-12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33. BC 0.58 Vert(TL) -0.39 12-13 >688 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.16 15 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 200 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-12 oc bracing. OTHERS 2x6 SP No.2 WEBS 1 Row at midpt 2-12, 6-10, 7-9, 2-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=1235/Mechanical, 15=1190/0-4-8 Max Horz 13=-101(LC 6) Max Uplift 13=-968(LC 8), 15=-923(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-1837/1459, 3-16=-1837/1459, 3-4=-1837/1459, 4-5=-1189/1007, 5-6=-1045/1000, 6-7=-694/721, 9-14=-681/994, 8-14=-681/994 BOT CHORD 12-13=-345/465, 11-12=-1286/1677, 10-11=-536/751, 10-17=-331/440, 17-18=-331/440, 9-18=-331/440 WEBS 4-11 =-1 260/1043, 3-12=-478/541, 2-12=-1328/1734, 4-12=-505/576, 6-10=-784/663, 7-10=-456/649, 7-9=-988/740, 6-11=-641/806, 2-13=-1325/1118 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=39ft; 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 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 968 lb uplift at joint 13 and 923 lb uplift at joint 15. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ����,`,QUI N :.` .•�� E N SF•. c' �'.. N 68182 T F :•�' �. 1p10. 11111111� FL Cert. 6634 August 25,2014 A WARMM -V dfr design parameters and HEAD Ir137ES oN7NISAND IRC7.UDED MITEKREFEREhCE PAGE IM-7473 re r. 1/29/2014111DUREUSE 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 iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information Iva able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1f5authelnRinefiF lumber isspecifiedi the designtraluesaxe thvseeffective0130112013byA1_SC Job Truss Truss TV pe Qty Ply Labarbiera Res. T6487846 27379 B18 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MITek Industries, Inc. Fri Aug 22 12:52:37 2014 Page 1 _te?mgvzQdQ23vu9aylas= BKlimlkWILIEgJ_W?rNYAThgf3ZPGzHdKblOh6yllge 6-7-0 2-8-12 12-11-5 3.4-15 0-3:0 3.1-15 3-8-9 2.00 12 4x6 = 7.00 12 44 5x5 = 5 6 13 5.00 12 3x6 II 5x5 17 18 6-7-0 8-9-0 12-3-1 15-11-0 19-0-15 22-9-8 6 7-0 2-2-0 3-6-1 3-7-15 3-1-15 3-B-9 4x4 = Scale = 1:56.5 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.83 Vert(LL) 0.16 11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.47 Vert(TL) -0.24 12-13 >999 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.93 Horz(TL) 0.16 15 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 196 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-5 oc bracing. OTHERS 2x6 SP No.2 WEBS 1 Row at midpt 1-13, 1-12, 5-9, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=1235/Mechanical, 15=1190/0-4-8 Max Horz 13=111(LC 7) Max Upliftl3=-967(LC 8), 15=-924(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1178/982, 1-16=-1643/1285, 2-16=-1643/1285, 2-3=-1803/1407, 3-4=-1204/995, 4-5=-1047/1004, 5-6=-693/721, 8-14=-682/995, 7-14=-682/995 BOT CHORD 11-12=-1302/1676, 10-11=-1450/1873, 9-10=-537/751, 9-17=-331/440, 17-18=-331/440, 8-18=-331/440 WEBS 1-12=-1456/1860, 2-12=-803/748, 2-11=-189/292, 3-11=-423/521, 3-10=-1394/1136, 5-9=-785/648, 6-9=-443/651, 6-8=-988/741, 5-1 0=-648/81 0 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=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpt=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 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building, designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 967 lb uplift at joint 13 and 924 lb uplift at joint 15. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 August 25,2014 ®L9ARMM-4esify design Pamme¢rx and READ NO 7ES ON 7HISAM INCI.EWED HITEKRE€EREA EPAGE HII-7473 rar. I/29/2414BEFOM8SE �■� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the �g erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MITek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 ]f5outt7ernPine�SP�lumberissPecified,thedesignvaluesarethaseeffective06 0112013byALSC Job Truss Truss Type Qly Ply Labarbiera Res. T6487647 27379 B19 Roof Special 7 1 Job Reference (options[) East Coast Truss, Fort Pierce, FL. 34946 7.530 S Jul 11 1U14 MI I eK Inauslrles, Inc. hrl Aug 1111:51:3a LU14 rage 1 ID:TE6gT_te?mgvzQdQ23vu9aylas_ fWJ4_e18Tfl5STZjZYunjgEt3Tuw?SJmZFUaDYyllgd 4-7-0 8-&14 10.9-0 12-3-1 15-8.0 15-1 T-0 19-0-15 22-9-8 4-7-0 4-1-14 2-0.2 1-6-1 3-415 0.3-0 3-1-15 3-&9 C N d ob d 2.00 12 4x4 = 7.00 12 5x5 = 5x5 6 12 9 B US II 5.00 12 5x8 = 44 = 4.7-0 8-8-14 10.9-0 12-3-1 i 15.11-0 19-0-15 22-9-8 , 4-7-0 4-1.14 2-0-2 1-6-1 3-7-15 3-1-15 3-8-9 Scale = 1:56.5 V l7 N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.60 Vert(LL) 0.13 10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.52 Vert(TL) -0.22 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.13 14 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 189 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-5 oc bracing. OTHERS 2x6 SP No.2 WEBS 1 Row at midpt 1-12, 5-9, 6-8, 4-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1235/Mechanical, 14=1190/0-4-8 Max Horz 12=-121(LC 6) Max Uplift 1 2=-957(LC 8), 14=-934(LC.8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1196/977, 1-15=-1106/865, 2-15=-1106/865, 2-3=-1122/881, 3-4=-1574/1268, •4-5=-697/732, 5-6=-694/729, 8-13=-690/997, 7-13=-690/997 BOT CHORD 10-11=-1275/1583, 9-10=-854/1121, 9-16=-335/440, 16-17=-335/440, 8-17=-335/440 WEBS 1-11=-1171/1497, 2-11=-450/510, 3-11=-650/522, 3-10=-663/640, 4-10=-893/1165, 6-9=-439/661, 6-8=-988/750, 4-9=-892/746 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=39ft; 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 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 957 lb uplift at joint 12 and 934 lb uplift at joint 14. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 August 25,2014 ®W4RNIN3 -V dtr design Pardme M. and READ ROTES ON 7 WSAN0 INWOED MITEKWEREMFPAGEMIZ-7423. r. 1/2912014BUGMUSE ■■■■■ 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 MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1fSauthernpine7SF Iumberisspecified,thedesignvaluesarethoseeffective06�OYJ21Ji3byALSC Tampa, FL 33610-47 75 P Job Truss Truss Type Qty Ply Labarbiera Res. T6487848 27379 B20 Roof Special 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 2212:62:39 2014 Page 1 ID:TE6gT_te?mgvzQdQ23vu9aylas_ 7itSB_mmEz?y4d8v6GPOGumOktF3kwlwnvE7myllgc 2-7-0 8-2.0 12-3-1 14-9-8 16-6-8 19-0-15 22-9-8 i 2-7-6 5-7.0 4-1-1 2-8.7 1-9-0 2-6-7 3-8-9 4x4 =2.00 12 4x4 = 4x4 = Too 12 5 6 75x5 = 14 10 g 3x6 11 5.00 12 5x10 = 4x4 = Scale = 1:53.2 t 2-7-0 8-2-0 12-9-0 149-6 i5-11-0 19-0-15 22-9-8 2-7-0 5-7-0 4-7-0 2-0-8 1-1-8 3-1-15 3-8-9 Plate Offsets (X.Y)— f7:0-2-8,0-2-51 I8:0-5-0 0-1-01 I11:0-2-12.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.73 Vert(LL) 0.11 11-12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.46 Vert(TL) -0.19 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) -0.10 16 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix-M) Weight: 210 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-6-10 oc bracing. OTHERS 2x6 SP No.2 WEBS 1 Row at midpt 6-10, 5-10, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=1235/Mechanical, 16=1190/0-4-8 Max Horz 14=-132(LC 6) Max Uplift 14=-947(LC 8), 16=-944(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1213/973, 1-2=-621/492, 2-3=-1389/1064, 3-4=-1206/969, 4-5=-999/993, 5-6=-664/741, 6-7=-699/739, 9-15=-695/996, 8-15=-695/996 BOT CHORD 12-13=-582/710, 11-12=-1140/1408, 10-11=-625/832, 10-17=-338/438, 17-18=-338/438, 9-18=-338/438 WEBS 1-13=-1053/1328, 2-13=-1099/935, 2-12=-720/975, 3-12=-526/512, 3-11=-638/559, 5-11 =-652/794, 5-1 0=-755/630, 7-10=-471/695, 7-9=-982/755 NOTES- ,,1rj1,1`111111///�I Qv IN Vc 1) Unbalanced roof live loads have been considered for this design. ,,� OP.••,,... �i� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. II; `� , ,• C E N S+'• F•'•• Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 •' �, i 3) Provide adequate drainage to prevent water ponding. N( 68182 ! 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. e 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, with BCDL = 10.Opsf. '0 7) Refer to girder(s) for truss to truss connections. : ', ) F �• /y 8) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ! O . of bearing surface. 9) Provide truss to bearing 947 lb 14 944 lb •,� P ,� �� �01 �.•• mechanical connection (by others) of plate capable of withstanding uplift at joint and uplift at joint 16. .(1 �� I�, ss • • • •;\C 10) "Semi -rigid including heels" Member end fixity model was used in the analysis and design of this truss. % �IO� N A' % pitchbreaks /O %%% FL Cert. 6634 August 25,2014 ®WA25rfM - Verif7 design parameters and AFAR fA 7ES GN iHISAMD IACl(�DED NITEKREFEREl4",� AAGEMII-7g73 re e. JI29/IOIdBfFOAEUSE Design valid for use only with M1ek 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 6VIiTek" erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing,consult ANSI/TPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vo' able from Truss Plate Institute, 781 N. Lee g$ireeI, Suite 312, Alexandria, VA 2314. 1fSouthernpine75{r:lumberisspecified;thetfesign1rdt. are thoseefizct3veOfi/�01f2013byALSO Tampa, FL 33610.4115 Job Truss Truss Type Qly Ply Labarbiera Res. T6487849 27379 B21 Roof Special 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 2212:52AO 2014 Page 1 ID:TE6gT_te?mgvzQdQ23vu9aylas_ cvRgPJmO?G7phnj5gzwFoSJCjGZ8TMt30ZzhlRyllgb 3-10.0 7-7-3 12-3-1 1 -9• 14-9.0 5111-0 18-6-8 1 0- 5 22-9-8 3-1 -0 3-9-3 4-7-15 -6- 1-11-8 1-2-0 2-7-8 0.6- 3-8-9 16 4x4 = 3x4 = 4x4 11 5.00 12 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x6 SP No.2 SPACING- 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010/TP12007 REACTIONS. (lb/size) 16=1235/Mechanical, 18=1190/0-4-8 Max Harz 16=-146(LC 6) Max Uplift16=938(LC 8), 18=-953(LC 8) 5x6 3x4 = 5x6 ZZ Too 12 5 6 4x8 = 3x4 = 3x4 = 5x8 5x5 = 4x4 = Scale = 1:52.1 S u d 18 N d CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.65 Vert(LL)-0.1310-12 >999 240 MT20 244/190 BC 0.60 Vert(TL)-0.3210-12 >841 180 WB 0.81 Horz(TL) -0.08 18 n/a n/a (Matrix-M) Weight: 208 Ito FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-10-7 oc bracing. WEBS 1 Row at midpt 5-9, 6-8, 4-10, 4-12 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 1-16=-901/727, 1-19=-791/605, 2-19=-791/605, 2-3=-790/604, 3-4=-1568/1282, 4-5=-827/836, 5-6=-694/735, 8-17=-710/1067, 7-17=-710/1067 BOT CHORD 14-15=-829/634, 13-14=-698/862, 12-13=-1014/1336, 12-20=-705/948, 11-20=-705/948, 11 -21 =-705/948, 10-21=-705/948, 9-10=-665/825, 9-22=-342/450, 22-23=-342/450, 8-23=-342/450 WEBS 3-12=-476/576, 5-10=-466/729, 5-9=-985/761, 6-9=-520/809, 6-8=-1020/772, 4-10=-267/260, 4-12=-625/771, 13-15=-440/697, 2-15=-370/433, 1-15=-824/1081, 3-13=-816/543 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=39ft; 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 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 11. 5) Plate(s) at joint(s) 16, 1, 3, 4, 6, 7, 15, 14, 10, 9, 12, 5, 8, 2, 13, 17 and 17 checked for a plus or minus 0 degree rotation about its center 6) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 938 lb uplift at joint 16 and 953 lb uplift at joint 18. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I N oo N< 68182 T O F i O .40 •N:t`�� 1111111111 FL Cert. 6634 August 25,2014 ®WARM -Verify design parameters and READ A07ES GN 9NISAMD INCLUDED HITEKREFEREME PAGE MII-7473.. JIM20MBDUREVNE 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 responsibility of the A� 4 erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek' ek• fabrication, quality control, storage, delivery, erection and bracing, iconsult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 Tampa, FL 33610.4115 IfSvufhernp"u1e�5ptumberiSspecified,thedesignvaluesarethoseeffectiveQfi�0lj1fli35yA1.SC Job Truss Truss Type Qty Ply Labarbiera Res. T6487850 27379 B22 Roof Special 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7,530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:52:40 2014 Page 1 ID:TE6gT_te?mgvzQdQ23vu9aylas_ cvRgPJmO?G7phnj5gzwFo5J84GWxTPg30ZzhlRyllgb 5-7-6 10-9-6 15.7-14 20.6-6 23-2-14 5.7-6 5.2-0 4-10-8 4-10-8 2-8-8 4x6 = 3x4 = 5x5 = Scale = 1:48.5 7.00 12 3 4 14 5 2x4 11 3x4 = 3x8 = 3x4 = 3x4 = 5x5 = 2-10-14 3-�4 5-7-6 10-9-6 20-6-6 r _2.3-2-14 2-10-14 0.40 2-4-8 5-2-0 9-9-0 2-8-8 Plate Offsets (X Y)— 13:0-3-0 0-1-121 I5:0-2-8 0-2-11 I7:0-2-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.95 Vert(LL) -0.27 8-10 >894 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.81 Vert(TL) -0.51 8-10 >468 180 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) -0.03 7 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 169 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-1 oc bracing. WEBS 1 Row at midpt 4-10, 4-8. 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=1459/0-8-0, 7=1065/0-8-0 Max Horz 11=711(LC 7) Max Uplift 11=-1331(LC 8). 7=-831(LC 8) Max Grav 11=1459(LC 1). 7=1079(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-13=-330/202, 2-13=-330/202, 2-3=-960/797, 3-4=-779/830, 4-14=-497/580, 5-14=-497/580, 5-6=-342/369, 6-7=-274/314 BOT CHORD 10-11=-773/796, 9-10=-777/815, 9-15=-777/815, 15-16=-777/815, 8-16=-777/815, 7-8=-419/455 WEBS 1 -11 =-300/454, 2-10=-319/428, 4-1 0=-1 81 /291, 4-8=-671/653, 5-8=-465/838, 5-7=-1201/860, 2-11 =-1 242/1053 1111111►1111 ee � N VF 1��si NOTES- 1) Unbalanced roof live loads have been considered for this design. eeeQV ,ee OP.•••...... �� II ♦♦ ,• �G E N S •• i� , �` •••• 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 N 68182 • •• plate grip DOL=1.60 - * * 3) Provide adequate drainage to prevent water ponding. : e 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. ► -O 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 p T F (V fit between the bottom chord and any other members, with BCDL = 10.0 sf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1331 lb uplift at joint 11 and 831 lb uplift at � •• •• Q �.• _�� �✓,-� \ O \ joint 7. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •. ` �� ��j SS ' • \ � % ,� N Aii- E eee /►1111111/�� FL Cert. 6634 August 25,2014 AWARARN3-V dfr designparameters and READ A07ES ON MrS.AND rAZUDED Nr7EKREFEREAtE PAGE H11-7473.r. 1129120E8BEFGREUSE 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 responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 IfSnuthernPine�SP�Iumberisspecified;thedes-ignvaluLsarethoseeffective06 01/2013byALSC Job Truss Truss Type Qty Ply Labarblera Res. T6487851 27379 B23 Roof Special 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:52:41 2014 Page 1 ID:TE6gT_te?mgvzQdQ23vu9aylas_-45?Dcfn1maFgJxHHEgRULJsOHgvECsrDFDjEgtyilga 3.5-6 8-7-6 15-7-14 22-8-6 2 2- 4 3-5-6 5-2-0 7-0-8 7-0-8 6- 6x8 = 7 nn F19 7x6 = 12 Scale = 1:41.4 2x4 II Id 1 2x4 II 5x5 0 3x4 3x4 = 3x4 = 5x5 = 2-10.14 -5- 8-7-6 15-7-14 23.2-14 2-10-14 -6- 5-2-0 7-0-8 7-7-0 Plate Offsets (X Y)— (3:0-2-4 0-3-81.(4:0-2-0.0-4-121.(6:0-2-8,0-3-01.110:0-2-8.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.60 Vert(LL) . -0.10 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.61 Vert(TL) -0.26 6-7 >920 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.58 Horz(TL) -0.02 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 159 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 4-11-1 oc purlins, except 3-4,4-5: 2x6 SP No.2 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1463/0-8-0, 6=1061/0-8-0 Max Horz 10=550(LC 8) Max Uplift 10=-1260(LC 8), 6=-937(LC 5) Max Grav 10=1463(LC 1), 6=1076(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-300/162, 2-3=-971/644, 3-4=-953/811 BOT CHORD 9-10=-294/292, 9-13=-692/791, 8-13=-692/791,, 7-8=-692/791, 7-14=-805/951, 6-14=-805/951 ' WEBS 1-10=-196/346, 2-10=-1226/968, 2-9=-647/863, 3-9=-325/378, 4-7=-90/291, 3-7=-364/387, 5-6=-266/293, 4-6=-1230/1041 1 t�/'���I� NOTES- ♦♦♦,,,(�U IV F 1) Unbalanced roof live loads have been considered for this design. ♦ (� �P' 2 Wind: ASCE 7-10; Vult=170m h 3-secondgust) Vasd=132m h; TCDL=9.0 sf; BCDL=3.0 sf; h=39ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS left Left Lumber DOL=1.60 ♦♦ F (directional); cantilever and right exposed ;end vertical and right exposed; plate gripDOL=1.60 N( 68182 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 '0 •14/ fit between the bottom chord and any other members, with BCDL = 10.Opsf. o T F : 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1260 lb uplift at joint 10 and 937 lb uplift at (V joint 6. 8) "Semi including heels" Member fixity in the design this truss. ♦ •. •t` Q .: _ �� �s� O \ -rigid pitchbreaks end model was used analysis and of •. �� N 0- FL Cert. 6634 August 25,2014 ® N'ARNM3 -Vedtr design paramea:rs and READ NOTES CN MrSARD INMIDED 14rTEKREFEREAM PASS NII-7473 rex 1/29/9011 BEFOREt15E 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 responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, iconsult ANSI/71`I1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1f5authernPine75Plumberisspecified,thedesignvalues are theseeffective0S/ IA013byALSC Tampa, FL 33610-0115 4 Job Truss Truss Type Qty Ply Labarbiera Res. T6487852 27379 B24 Roof Special 1 1 Job Reference o lional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:52:42 2014 Page 1 ID:TE6gl_te?mgvzQdQ23vu9aylas= YHZbp?ofXuNXx4sUoOyjtWOWJ4DWxImMUISnMJyllgZ 17-6 6-98 12-2-1 17-0-11 23-2-14 r 17-0 5-2-0 5-0-it Sd-it 5-8.9 Scale = 1:41.2 5x5 = � nn 17.7 3x4 = 4 3x4 = 3x4 = 3x4 II 5 6 14 7 is 12 ii 8 3x4 = 3x4 = 3x4 = 5x5 = 3x4 = 5x5 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.77 BC 0.67 WB 0.66 (Matrix-M) DEFL. in Vert(LL) -0.11 Vert(TL) -0.29 Horz(TL) -0.04 (loc) I/defl Ud 8-9 >999 240 8-9 >810 180 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 141 lb FT = 0% LUMBER- ' BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-5-10 oc bracing. WEBS 1 Row at midpt - 5-8, 3-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 8=1065/0-8-0, 12=1459/0-8-0 Max Horz 12=546(LC 7) Max Uplift8=-977(LC 5), 12=-1325(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=247/355, 3-4=-630/653, 4-5=-988/932 BOT CHORD 11 -1 2=-804/704, 10-11=-1150/1042, 9-1 0=-1 150/1042, 8-9=-950/859 WEBS 3-11 =-397/563,4-11=-636/649, 4-9=-107/252, 5-9=-180/326, 5-8=-1142/1119, 3-12=-1365/984, 2-12=-354/501 NOTES- 1) Unbalanced f live considered r,V 2) Wind: ASCE 7-10; Vulta170mph (3 second Vasd=11 2mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. II; ����V IN, ,, '4 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 `� P.•,... 4, �i N •� �� �4i 3) Provide adequate drainage to prevent water ponding. ♦♦♦ ,� •• S ♦ •• �. Fes••, r� 4) Plates checked for a plus or minus 0 degree rotation about its center. : N 68182 o % 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. = = 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 977 lb uplift at joint 8 and 1325 lb uplift at -fl joint 12. : •, T F :• 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. (' y .0 01 •,� \gyp.,•\_,♦. i>I l►►► FL Cert. 6634 August 25,2014 ®WARMN3 -Verify design Parameters and READ MOLES aM7MISAMD INQMDED MITEKREFEREMM PAGE MII-7473 yen 1129120I4BUMEUSE 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 MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandda, VA 2314. 1f5nuthernP"ine�SF lumberissperified',thadeo nvaluesanethaseeffettive46 0112013hyAL5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487853 27379 B25G Half Hip Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:52:43 2014 Page 1 ID:TE6gl_te?mgvzQdQ23vu9aylas_OU7z1LpHIBVOYERgL5UyQkxgUUWhgjAV iXCLvlyllgY 4-9-6 10-2-10 15-6-2 20-9-10 26-2-14 4-9-6 5-5-4 5-3-8 5-3-8 5-54 Scale=1:46.2 4xE �1 48 M18SHS = 1F.7�� 5x5 = 5x6 WB = 5x5 = 4x8 = 15 14 13 II e 8 3x6 I 4x8 = 3x4 = 5x5 WB = 3x8 = 4x6 = 3x6 I LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC201 O/TPI2007 LUMBER - TOP CHORD 2x4 SP 285OF 1.8E "Except' 1-2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 7-8,1-15: 2x8 SP No.2, 7-9: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=2057/0-8-0, 15=214110-6-14 Max Horz 15=424(LC 5) Max Uplift8=-2279(LC 5), 15=-2351(LC 8) Max Grav 8=2155(LC 29), 15=2306(LC 29) 3x4 = CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TC 0.87 Vert(LL) 0.3611-13 >863 240 MT20 244/190 BC 0.87 Vert(TL)-0.3411-13 >901 180 M18SHS 2441190 WB 0.78 Horz(TL) -0.10 8 n/a n/a (Matrix-M) Weight: 162 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-10-12 oc bracing. WEBS 1 Row at midpt 2-13, 6-11, 7-9. 1-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2856/2986, 2-16=-3680/4021, 16-17=-3680/4021, 17-18=-3680/4021, 18-19=-3680/4021, 3-19=-3680/4021, 3-20=-3616/3941, 20-21=-3616/3941, 4-21=-3616/3941,4-5=-3616/3941,5-22=-3616/3941,22-23=-3616/3941, 6-23=-3616/3941, 6-24=-2469/2664, 24-25=-2469/2664, 7-25=-2469/2664, 7-8=-2085/2276,1-15=-2262/2355 BOT CHORD 14-15=-452/315, 14-26=-2680/2486, 26-27=-2680/2486, 27-28=-2680/2486, 13-28=-2680/2486, 13-29=-4044/3747, 12-29=-4044/3747, 12-30=4044/3747, 11-30=-4044/3747, 10-11=-2667/2464, 10-31=-2667/2464, 31-32=-2667/2464, 9-32=-2667/2464 WEBS 2-13=-1741/1676, 3-13=-795/1022, 4-11=-689(919, 6-11 =-1 627/1532, 6-9=-1653/1962, 7-9=-3191/3002,1-14=-2408/2352 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=39ft; B=45ft; L=26ft; eave=4ft; Cat. Il; 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) 5. 6) Plate(s) at joint(s) 1, 2, 7, 8, 15, 12, 14, 13, 3, 4, 11, 6, 9 and 10 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 5 checked for a plus or minus 3 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2279 lb uplift at joint 8 and 2351 lb uplift at ioint 15. FL Cert. 6634 August 25,2014 AWARMM.-Vedfrdesign parameters and READ A07ES Off MISAND IACIUDED WIEKREFERENCE PAGE f4IIJ473sax112912014BUG8EU5E ■■■■■• 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 responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing,: consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Informailon gvapable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 11Snuthern Pine 5R Iumberissnetified,thedefmnvaluesarethaseeffectiveGS 411`20i3byALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487853 27379 B25G Half Hip Girder 1 1 Job Reference (optional) east coast I russ, hon vierce, t-L. 34940 ID:TE6gT_te?mgvzQdQ23vugaylas_ OU7z1LpHIBVOYERgL5UyQkxgUUWhgjAWiXCLvlyilgY NOTES- 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 250 lb down and 292 lb up at 5-7-10, 250 lb down and 292 lb up at 7-7-10, 250 lb down and 292 lb up at 9-7-10, 250 lb down and 292 lb up at 11-7-10, 250 lb down and 292 lb up at 13-7-10, 250 lb down and 292 lb up at 15-7-10, 250 lb down and 292 lb up at 17-7-10, 250 lb down and 292 lb up at 19-7-10, and 250 lb down and 292 lb up at 21-7-10, and 250 lb down and 292 lb up at 23-7-10 on top chord, and 423 lb down and 579 lb up at 4-9-6, 47 lb down and 27 lb up at 5-7-10, 47 lb down and 27 lb up at 7-7-10, 47 lb down and 27 lb up at 9-7-10, 47 lb down and 27 lb up at 11-7-10, 47 lb down and 27 lb up at 13-7-10, 47 lb down and 27 lb up at 15-7-10, 47 lb down and 27 lb up at 17-7-10, 47 lb down and 27 lb up at 19-7-10, and 47 lb down and 27 lb up at 21-7-10, and 47 Ib down and 27 Ib up at 23-7-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-90, 2-7=-90, 8-15=-20 Concentrated Loads (lb) Vert:14=-325(F) 4=-83(F) 11=-22(F) 16=-83(F) 18=-83(F) 19=-83(F) 20=-83(F) 21=-83(F) 22=-83(F) 23=-83(F) 24=-83(F) 25=-83(F) 26=-22(F) 27=-22(F) 28=-22(F) 29=-22(F) 30=-22(F) 31=-22(F) 32=-22(F) 33=-22(F) 34=-22(F) wARMAr. -Verity design parameters and NEAR 1N7 TES CN ITWEAND INaUDED HITEMREFERE&M PAGE MII-2473..1/29/20MBITOAEUSE Design valid for use only with Wek connectors. This design is basedonly 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 p A I��p�Il• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding � VC fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criterla, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Informatlon vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610-4115 if Southern P"tne�SPj lumber is specified, tine design values are thtrse eHe stive 05) 0112013 by AL5C Job Truss Truss Type Qty Ply Labarbiera Res. T6487854 27379 C01G Roof Special Girder 1 1 Job Reference (optional) East Coast Truss, Fart Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:52:44 2014 Page 1 ID:TE6gT_te?mgvzQdQ23vu9aylas_ UggLEhpv3VdFA00svp?BzxUpGusaPMBxuRCyllgX 17-10-12 1-10-0 4-2-0 7-8-0 13-0-0 14-10.0 17-7-4 17 23-8-8 1-10-0 2-0-0 3-0-0 5-6-0 1-10-0 2-9.4 0.1- 5-7-12 0-1-12 Scale = 1:50.2 46 = 46 = 410 = 17 16 'sx4 — 12-- 11 10 9 5x5 = 2x4 II US = 4x8 = 1x4 II 5x8 = 3x4 = 2x4 II 1-6-01- 0 0 4-2-0 7-6-0 13-0-0 14-10.0 17-9-0 19-0-8 23-8-8 1-6-0 0-4- 2-4-0 3-40 5-6-0 1-10-0 2-11-0 1-3-8 4-6-0 Plate Offsets (X.Y)— 11:0-0-13 0-0-21, 14:0-6-0.0-2-01, f6:0-5-8 0-2-01. f8:0-4-8 Edge], f11:0-3-0.0-2-41 fl3:0-2-12.0-2-121. 115:0-5-8,0-2-41, f17:0-2-8.0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lld PLATES GRIP TCLL 30.0. Plates Increase 1.33 TC 1.00 Vert(LL) 0.33 13-14 >783 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(TL) -0.35 13-14 >741 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(TL) -0.16 22 nla n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 160 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins, except 4-6: 2x4 SP No.1 end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-3-7 oc bracing. 3-16,5-12: 2x4 SP No.3 WEBS 1 Row at midpt 7-9 WEBS 2x4 SP No.3 "Except' MiTek recommends that Stabilizers and required cross bracing 8-9: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer [installation OTHERS 2x6 SP No.2 guide. REACTIONS. (lb/size) 17=2147/0-8-0, 22=1810/0-4-8 Max Horz 17=626(LC 8) Max Upliftl7=-2176(LC 8), 22=-1807(LC 8) Max Grav 17=2216(LC 25), 22=1996(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-518/548, 2-3=-2736/2626, 3-4=-3109/3033, 4-23=-3159/3068, 23-24=-3159/3068, 5-24=-3159/3068, 5-25=-3103/3006, 6-25=-3103/3006, 6-7=-2863/2554, 7-8=-315/111, 9-18=-1566/1819,8-18=-1566/1819 BOT CHORD 1-17=-960/895, 3-15=-542/490, 14-15=-2754/2476, 14-26=-2893/2714, 26-27=-2893/2714, 13-27=-2893/2714, 5-13=-735/983, 11-29=-2834/3166, 10-29=-2834/3166, 10-30=-2834/3166, 30-31=-2834/3.166, 31-32=-2834/3166, 9-32=-2834/3166 % �I WEBS 3-14=-634/663, 4-14=-589/603, 4-13=-382/621, 11-13=-2375/2493, 6-13=-1846/1670, 6-11=-187/440, 2-17=-2129/2155, 15-17=-453/233, 2-15=-2554/2596, 7-10=-99/359, �% PQ........ •, �� ��i 7-11=-945/567, 7-9=3352/2995 �%,,0,, �!✓ E S' �••.• ,�� �� Continued on page 2 NOTES- P 9 N( 68182 � 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 .D 2) Provide adequate drainage to prevent water ponding. „ T F 3) The solid section of the plate is required to be placed over the splice line at joint(s) 4. 0 •.•••,(` 4) Plate(s) at joint(s) 1, 6, 7, 8, 16, 3, 13, 5, 12, 14, 2, 17, 15, 16 11, 9, 18 and 18 checked for a plus or minus 0 degree rotation about its 0 Q•.•• center. 5) Plate(s) at joint(s) 4 checked for a plus or minus 4 degree rotation about its center. ♦ ��j� SS1 \ % • • • • • •ll �� �� ve load nonconcurrent with any other 10.0 psf bottom chord his truss has been designed for onl l 7) TThis truss has been deasigned for lie : load of 20the bottom chord in areas where arectangle 3-6-0 tall by 2-0-0 wide will ive loads.'��I N psf all fit between the bottom chord and any other members. 8) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. FL Celt. 6634 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2176 lb uplift at joint 17 and 1807 lb uplift at ai t22 A.._.._a 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, lyuyubL ca,cv I •+ ®WARMMG-Verifydesign pars mrsand BEAD AUTESOM711ISAMO IAUUDED MITEKREFEREKE PAGE MII-7473 MK11291201480c9E11SE r� Design valid for use only with Mffek 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 MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing,'consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 liS9LItl12rltPute{SP lumberfsspecifieA, the designvalues are thlrseefiective0fi 01(2013byALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487854 27379 C01G Roof Special Girder 1 1 Job Reference o tional East coast Truss, t-on Pierce, t-L. a4s4b ,.y ID:TE6q- _te?mgvzQdQ23vu9aylas_-ysEjS1 gXgpl6oYb3TW WQV90_OHCpBcvoArhSzeyllgW NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 300 lb up at 7-6-0, 265 lb down and 300 lb up at 9-6-12, and 265 lb down and 300 lb up at 11-6-12, and 276 lb down and 338 lb up at 13-6-12 on top chord, and 531 lb down and 640 lb up at 7-6-0, 71 lb down and 77 lb up at 9-6-12 , 71 lb down and 77 lb up at 11-6-12, 55 lb down and 29 lb up at 13-6-12, 55 lb down and 29 lb up at 14-6-12, 174 lb down and 187 lb up at 16-6-12, 66 lb down and 35 lb up at 18-6-12, and 67 lb down and 43 lb up at 20-6-12, and 188 lb down and 181 lb up at 22-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 4-6=-90, 6-7=-90, 7-8=-90, 16-19=-20, 13-15=-20, 9-12=-20 Concentrated Loads (lb) Vert: 4=-98(F) 14=-457(F) 11=-33(F) 23=-98(F) 24=-98(F) 25=-1 17(F) 26=-52(F) 27=-52(F) 28=-33(F) 29=-174(F) 30=-52(F) 31=-52(F) 32=-118(F) AWAWN3. Alisrifydejig. parameters and READ M7ES ON 711ISAND INCLUDED NITEKREFERENCE PAGE MIZ-7473 re x 11W2014BFOREf/S£ '- • 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 responsibilllty, of the p Ai���• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �V 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 vaable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4116 I f SouthernPute�SF'�lumber isspecified, the design vatuesarethoseeffective0fi 01/2013byALSC Job Truss Truss Type Qty Ply Res. �Labarbiera T6487855 27379 CO2G ROOF SPECIAL GIRDER 1 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 1.530 s iul i i 20i4 Mr i ex industries, Inc. Mon Aug 25 09:15:33 2014 Page! ID:TE6gT_te?mgvzQdQ23vu9aylas_ ztJrak5xx18jN88JTDFlt?YMW66ajgeaPjwa2NykMk8 17-10.12 1-1-00 13-0 774 17 198-6 -8 40-8 0-0- 4-212 38 1-10 42 1-9-10 -2 0-1-12 Scale = 1:64.6 6x12 = 4x8 = 4x4 = 6x12 = 9x22 M18SHS i 8 4 22 I� 17 16 3x4 = 12 11 10 9 3x4 = 2x4 I 1x4 148 = 5x16 = 4x8 M18SHS = 3x4 = 6x8 = 3x4 = Special LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.33 TC 0.91 TCDL 15.0 Lumber Increase 1.33 BC 0.38 BCLL 0.0 Rep Stress Incr NO WB 0.94 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 "Except' 6-8: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 3-16: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 8-9: 2x8 SP No.2, 7-10,8-10: 2x6 SP No.2, 6-13: 2x4 SP No.2 OTHERS 2x6 SP No.2 Special I 3-10-2 �I DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.3311-12 >776 240 MT20 244/190 Vert(TL) 0.2711-12 >960 180 M18SHS 244/190 Horz(TL) -0.10 22 n/a n/a Weight: 402 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-11-9 oc bracing. REACTIONS. (lb/size) 17=1646/0-8-0 (min. 0-1-8), 22=2920/0-4-8 (min. 0-1-B) Max Horz 17=1727(LC 4) Max Uplift 17=-2269(LC 5), 22=11075(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-396/558, 2-3=-1834/2536, 3-4=-1959/3528, 4-5=-1954/4629, 5-6=-2265/5089, 6-7=-2443/9443, 7-23=-2660/9075, 8-23=-2407/7900, 9-18=-6208/355, 8-18=-66701479 BOT CHORD 1-17=-947/470, 3-15=-367/912, 14-15=-2899/1645, 13-14=-2591/1589, 11-12=-371/147, 10-11 =-9132/3235, 9-1 0=-1 3761481 WEBS 3-14=-696/328, 4-14=-60/306, 6-11=-365/1294, 7-10=-2782/2056, 6-1 0=-1 953/4329, 5-13=-2292/702, 4-13=-2293/548, 11-13=8850/3120, 6-13=-1470/6791, 2-17=-1471/2024, 15-17=-1267/1455, 2-15=-2483/1792, 8-10=-11844/3544 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 8-9 2x4 - 1 row at 0-5-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chard live Iload nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2269 lb uplift at joint 17 and 11075 lb uplift at joint 22 FL Cert. 6634 August 25,2014 ncm ea -or agc - IW71- -Yeritr design parame a:rs and READ NOTES ONTMSAMD MaUDED NITEKREFEREMX PAGE 14r7-7473 re.. 112912016BUOAEf15E ■■ Design valid for use any with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parametersand proper incorporation of component is responsibility of building designer- not truss designer. -Bracing shown H is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7PI1 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1f Southern P u1e�5P� I umber is sp esifi ed, the design values are those effective G5) 0112013 byALSC Job Truss Truss Type Qty, Ply Res. �Labarbiera T6487855 27379 CO2G ROOF SPECIAL GIRDER t 2 Job Reference o tional East coast -I russ, von Pierce, I-L. "J484b (.3- s JUL I I Lo l4 NII I arc Inu-nes, in, mon mg Lo - I oa LU 14 raga L ID:TE6gT_te?mgvzQdQ23vu9aylas= ztJrak5xx18jN88JTDFlt?YMW66ajgeaPjwa2NykMk8 NOTES- 11) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1583 lb left and 1583 lb right at 21-1-0, and 3116 lb down and 3116 lb up at 19-11-0, and 3116 lb down and 3116 lb up at 22-5-12 on top chord, and 949 lb down and 6152 lb up at 19-8-5, and 413 lb down and 6563 lb up at 22-9-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 4-5=-90, 5-6=-90, 6-7=-90, 7-8=-345, 16-19=-20, 13-15=-20, 9-12=-20 Concentrated Loads (lb) Vert: 9=-413(B) 10=-949(B) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 14=75, 4-5=-75, 5-6=-75, 6-7=-75, 7-8=-330, 16-19=-20, 13-15=-20, 9-12=-20 Concentrated Loads (lb) Vert: 9=-396(B) 10=-858(B) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-30, 4-5=-30, 5-6=-30, 6-7=-30, 7-8=-285, 16-19=-40, 13-15=-40, 9-12=40 Concentrated Loads (lb) Vert: 9=-346(B) 10=-687(B) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=22, 4-5=100, 5-6=22, 6-7=22, 7-8=-233, 17-19=56, 16-17=-6, 13-15=-6, 9-12=-6, 9-18=-56 Horz: 1-4=40, 5-6=40, 6-8=-40, 9-18=56 Concentrated Loads (lb) Vert: 9=6549(6) 8=3116 7=-3116 10=5138(B) Horz: 23=-1583 5) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=45, 4-5=100, 5-6=22, 6-7=22, 7-8=-233, 16-19=-6, 13-15=-6, 9-12=-6, 9-18=46 Horz: 1-4=-63, 5-6=40, 6-8=-40, 9-18=-46 Concentrated Loads (lb) Vert: 9=6549(B) 8=-3116 7=3116 10=5138(B) Horz:23=1583 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-62, 4-5=-32, 5-6=-62, 6-7=-62, 7-8=-317, 17-19=42, 16-17=-20, 13-15=-20, 9-12=-20, 9-18=-22 Horz: 1-4=32, 5-6=-32, 6-8=32, 9-18=22 Concentrated Loads (lb) Vert: 9=6563(B) 10=5152(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=0, 4-5=-32, 5-6=-62, 6-7=-62, 7-8=-317, 16-19=-20, 13-15=-20, 9-12=-20, 9-18=79 Horz: 1-4=-30, 5-6=-32, 6-8=32, 9-18=-79 Concentrated Loads (lb) Vert: 9=6563(B) 10=5152(B) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=92, 4-5=92, 5-6=92, 6-7=92, 7-8=-163, 17-19=56, 16-17=-6, 13-15=-6, 9-12=-6, 9-18=-71 Horz: 1-4=-110, 5-6=110, 6-8=-110, 9-18=71 Concentrated Loads (lb) Vert: 9=6549(B) 10=5138(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=49, 4-5=49, 5-6=49, 6-7=49, 7-8=-206, 16-19=-6, 13-15=-6, 9-12=-6, 9-18=-71 Horz: 1-4=-67, 5-6=67, 6-8=-67, 9-18=71 Concentrated Loads (lb) Vert: 9=6549(B) 10=5138(B) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 14=32, 4-5=-32, 5-6=-32, 6-7=-32, 7-8=-287, 17-19=42, 16-17=-20, 13-15=-20, 9-12=-20, 9-18=-38 Horz: 1-4=2, 5-6=-2, 6-8=2, 9-18=38 Concentrated Loads (lb) Vert: 9=6563(B) 10=5152(B) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-32, 4-5=-32, 5-6=-32, 6-7=-32, 7-8=-287, 16-19=-20, 13-15=-20, 9-12=-20, 9-18=-38 Horz: 1-4=2, 5-6=-2, 6-8=2, 9-18=38 Concentrated Loads (lb) Vert: 9=6563(B) 10=5152(B) 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit, metal=0.90 Uniform Loads (plf) Vert: 1-4=30, 4-5=-30, 5-6=-30, 6-7=-30, 7-8=-285, 16-19=-20, 13-15=-20, 9-12=-20 Concentrated Loads (lb) Vert:9=-342(B) 10=-586(B) W •VerifP design Parame Kraand.h..ff7HISANDIl4aWEDMrTEKREFERENCEPAGEMI7-7473mwJ12912014BEF UUM f 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 iViiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 3 East Blvd. f&authernPine�SP'lumberisspezifiet4thedesignvaluesaretiTQsaeffective0li 01/2013byALSC Job Truss Type Qty Ply Res. �Labarbiera T6487855 27379 T ROOF SPECIAL GIRDER 1 2ob Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 r.00u s vui i i 20i4 w." K MU-61o., ... n..y roya ,. ID:TE6gT te?mgvzQdQ23vu9aylas_-ztJrak5xx18jN88JTDFlt?YMW66ajgeaPjwa2NykMk8 LOAD CASE(S) Standard 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-99, 4-5=-77, 5-6=-99, 6-7=-99, 7-8=-354, 17-19=27, 16-17=-20, 13-15=-20, 9-12=-20, 9-18=-17 Horz: 1-4=24, 5-6=-24, 6-8=24, 9-18=17 Concentrated Loads (lb) Vert: 9=4844(B)10=3757(B) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-52, 4-5=-77, 5-6=-99, 6-7=-99, 7-8=-354, 16-19=-20, 13-15=-20, 9-12=-20, 9-18=59 Horz: 1-4=-23, 5-6=-24, 6-8=24, 9-18=-59 Concentrated Loads (lb) Vert: 9=4844(B) 10=3757(B) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-77, 4-5=-77, 5-6=-77, 6-7=-77, 7-8=-332, 17-19=27, 16-17=-20, 13-15=-20, 9-12=-20, 9-18=-29 Horz: 1-4=2, 5-6=-2, 6-8=2, 9-18=29 Concentrated Loads (lb) Vert: 9=4844(B) 10=3757(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-77, 4-5=-77, 5-6=-77, 6-7=-77, 7-8=-332, 16-19=-20, 13-15=-20, 9-12=-20, 9-18=-29 Horz: 1-4=2, 5-6=-2, 6-8=2, 9-18=29 Concentrated Loads (lb) Vert: 9=4844(B) 10=3757(B) ®WARM7NG -l'erffy design paranerers and REM AD TESCM7UNAND lKa(MED Mr7EKT{EFEREAl1F PAGE M27-7423 mx 1129120MB0011EUSE Design valid for use only With M-rek connectors. This design is based only upon parametersshown, 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 iviiTek° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. those it5uuthernPiTte�SP4lumberisspeciLed,thedesignvatuesareeffective45 011'2013hyALSC Tampa, FL 33610.4115 Job Truss Truss Type Qly Ply Labarblera Res. T6487856 27379 CO3 Roof Spec i at 1 1 Job Refe ence o tional East Coast Truss, Fart Pierce, FL. 34946 r.b3e s Jm 11 zu14 mu ex industries, Inc. Fri Aug 22 12:52:47 2014 rage _i ID:TE6gT te?mgvzQdQ23vu9aylas=UFMUtjsnMQ?q1slRaxYuaa6Lk5xPcbm5d9AY2XyligU 1- -0 4-2-0 10-5-8 11-,o-8 13-0-0 17-9-0 'No-0 1-10-0 2-4-0 6-3-8 1-5-0 1-1-8 4-9-0 2-1-0 4x6 5x5 = 7.00 F12 21 16 „ 3x4 = 3x4 — 2x4 II 3x4 II 4x10 II Scale = 1:40.4 1-6-0 1 10 0 4-2-0 10-5-8 11-10.8 13-0.0 19-10-0 1-6-0 0-4- 2-4-0 6-3-8 1-5-o 1-1-8 6-10-0 Plate Offsets (X Y)-- I4.0-2-8 Edael (5.0-3-8 0-2-01 (6:0-2-8 0-2-11 f12:0-2-12 0-2-81 I14:0-5-8,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.92 Vert(LL) -0.06 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.69 Vert(TL) -0.16 13-14 >999 180 d BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(TL) 0.04 21 n/a n/a BCDL 10.0 Code FBC2010/TP12007 - (Matrix-M) Weight: 142 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 "Except* end verticals. 3-15,7-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-10-7 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16=1200/0-8-0, 21=934/0-3-5 Max Horz 16=491(LC 7) Max Uplift 16=-1032(LC 8). 21=-746(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-317/269, 2-3=-1252/929, 3-4=-1094/824, 4-5=-936/855, 5-6=-807/900, 6-7=-1072/1165, 7-8=-1090/886, 10-17=-786/989,9-17=-786/989 BOT CHORD 1-16=-359/455, 3-14=-267/327, 13-14=-1023/1465, 12-13=-412/778, 7-12=-450/552 WEBS 3-13=-625/617, 10-12=-404/513, 8-12=-159/273, 8-10=-1146/993, 6-13=-208/357, 6-12=-543/518, 2-16=-1015/844, 14-16=-489/306, 2-14=-1041/1306 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=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11, 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 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 21 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 1032 lb uplift at joint 16 and 746 lb uplift at joint 21. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 August 25,2014 ®WARMS -1 cwfr db3ign Parameters and READ A07ES ON 771ISAND MaUDED MMI(REFERMAtE PAGE MII-7473 rex SI291201d 6FFOAENSE 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 p1Te�• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding � V� 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 va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. lfSouthernP"ine�SP lumber is specified, the design values are thoseeffettivef}5 401/2U13byAL§C Tampa, FL 33610-4115 Job Truss Type QtyPlyLabarbiera Res.�fT6487857 TC'-U:s 27379 ROOF SPECIAL GIRDER 1 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Mon Aug 25 09:18:02 2014 Page 1 ID:TE6gT to?mgvzQdQ23vu9aylas= 6XpAvhvPrpvalllyi?QEPQDr9AwM72aWgPWymEykMhp 19-8-6 1-10-0 4-2-0 11-2-0 13-0-0 17-9-0 17- 12 238-8 1-10-0 2-0-0 7-0-0 1-10-0 4-9-0 0-1- 2 1-110 3-10-2 CP 46 11 7.00 12 6x12 = 6x12 = 9x22 M18SHS Scale = 1:53.9 23 I I9 18 17 3x4 = 13 12 11 10 3x4 = 3x4 = 2x4 I I 3x4 I I 48 = 5x16 = 4x8 M18SHS = 6x10 = 3x4 = Special LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2010ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 "Except' 7-9: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 "Except" 3-17,6-13: 2x4 SP No.3 WEBS 2x4 SP No.3 "Except' 9-10: 2x8 SP No.2, 8-11,9-11: 2x6 SP No.2 OTHERS 2x6 SP No.2 Special CSI. DEFL. in (loc) I/defl Ud' PLATES GRIP TC 0.90 Vert(LL) 0.3212-13 >795 240 MT20 244/190 BC 0.51 Vert(TL) 0.26 12 >986 180 M18SHS 244/190 WB 1.00 Horz(TL) -0.10 23 n/a n/a (Matrix-M) Weight: 410 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-0-3 oc bracing. REACTIONS. (lb/size) 18=1625/0-8-0 (min. 0-1-8), 23=2812/0-4-8 (min. 0-1-8) Max Horz 18=1702(LC 4) Max Uplift 18=-2093(LC 8), 23=-11012(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-431/573, 2-3=-1826/2540, 3-4=-1917/3152, 4-5=-1738/3183, 5-6=-2173/4850, 6-7=-2242/4766, 7-8=-2328/9218, 8-24=-2544/8841, 9-24=-2291/7666, 10-19=-6209/370, 9-19=-6665/475 BOT CHORD 1-18=-991/493, 3-16=-420/903, 15-16=-2813/1753, 14-15=-2369/1410, 6-14=-384/383, 12-13=-803/287, 11-12=-8759/3101, 10-11=-1368/464 WEBS 3-15=-841/452, 5-15=-156/405, 5-14=-4170/1439, 12-14=-8040/2844, 7-14=-1372/6704, 7-12=-369/1279, 8-11=-2719/2038, 7-11=-1895/4036, 2-18=-1404/1943, 16-18=-1218/1489, 2-16=-2589/1857. 9-11 =-1 1478/3362 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 9-10 2x4 - 1 row at 0-5-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) W nd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 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. 10) Bearing at joint(s) 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface NNO iJ �S pP. N 68182 :�• T OF :•�� %.Q•••T P;Z� 'ice S t. � O,. `�\ ee♦ FL Cert. 6634 August 252014 AL IKARMAr.=Verify design pammerers and RE40 Art 7ES CH 7NISAAO ZNCLUDED MITEKREFERENE PAGE Mtt-7473 ter J12912014WIIWUSE Design valid for use only with Mi1ek 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 MiTek' fabrication, quality control, storage, delivery, erection and bracing, Iconsult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. tf Sa .them P'ine�SF� lumlxer'u- sp ecified, the 11 esign values are tl7uye effective Qfif 01 f2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Res. �Labarbiera T6487857 27379 C04G ROOF SPECIAL GIRDER 1 2 Job Reference (optional) East coast truss, port Pierce, FL. 34u46 1.03u S Jul 11 41.114 MI I eK Incusines, Inc. mon Aug 20 UB:10:VZ Lu14 rage Z ID:TE6gT_te?mgvzQdQ23vu9aylas= 6XpArhvPrpval1lyi?QEPQDr9AwM72aWgPWymEykMhp NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2093 lb uplift at joint 18 and 11012 lb uplift at joint 23. 12) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1583 lb left and 1583 lb right at 21-1-0, and 3116 lb down and 3116 lb up at 19-11-0, and 3116 lb down and 3116 lb up at 22-5-12 on top chord, and 817 lb down and 5039 lb up at 19-8-5, and 413 lb down and 6563 lb up at 22-9-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate I6crease=1.33 Uniform Loads (plf) ' Vert: 1-5=-90, 5-7=-90, 7-8=-90, 8-9=-345, 17-20=-20, 14-16=-20, 10-13=-20 Concentrated Loads (lb) Vert: 10=413(F) 11=-817(F) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pig Vert: 1-5=-75, 5-7=-75, 7-8=-75, 8-9=-330, 17-20=-20, 14-16=-20, 10-13=-20 Concentrated Loads (lb) Vert: 10=-396(F) 11=-744(F) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-30, 5-7=-30, 7-8=-30, 8-9=-285, 17-20=-40, 14-16=-40, 10-13=-40 Concentrated Loads (lb) Vert: 1 0=-346(F) 11=-603(F) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=22, 5-7=45, 7-8=45, 8-9=-210, 18-20=56, 17-18=-6, 14-16=-6, 10-13=-6, 10-19=-56 Horz: 1-5=-40, 5-7=63, 7-9=-63, 10-19=56 Concentrated Loads (lb) Vert: 1 0=6549(F) 9=3116 8=-3116 11=5025(F) Horz: 24=-1583 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=45, 5-7=22, 7-8=22, 8-9=-233, 17-20=-6, 14-16=-6, 10-13=-6, 10-19=46 Horz: 1-5=-63, 5-7=40, 7-9=-40, 10-19=46 Concentrated Loads (lb) Vert: 10=6549(F) 9=-3116 8=3116 11=5025(F) Horz: 24=1583 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-62, 5-7=0, 7-8=0, 8-9=-255, 18-20=42, 17-18=-20, 14-16=-20, 10-13=-20, 10-19=-22 Horz: 1-5=32, 5-7=30, 7-9=-30, 10-19=22 Concentrated Loads (lb) Vert: 10=6563(F) 11=5039(F) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=0, 5-7=-62, 7-8=-62, 8-9=-317, 17-20=-20, 14-16=20, 10-13=-20, 10-19=79 Horz: 1-5=-30, 5-7=-32, 7-9=32, 10-19=-79 Concentrated Loads (lb) Vert: 10=6563(F) 11=5039(F) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=92, 5-7=92, 7-8=92, 8-9=-163, 18-20=56, 17-18=-6, 14-16=-6, 10-13=-6, 10-19=-71 Horz: 1-5=-110, 5-7=110, 7-9=-110, 10-19=71 Concentrated Loads (lb) Vert: 10=6549(F) 11=5025(F) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=49, 5-7=49, 7-8=49, 8-9=-206, 17-20=-6, 14-16=-6, 10-13=-6, 10-19=-71 Horz: 1-5=-67, 5-7=67, 7-9=-67, 10-19=71 Concentrated Loads (lb) Vert: 10=6549(F) 11=5025(F) 10) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-32, 5-7=-32, 7-8=-32, 8-9=-287, 18-20=42, 17-18=-20, 14-16=-20, 10-13=-20, 10-19=-38 Horz: 1-5=2, 5-7=-2, 7-9=2, 10-19=38 Concentrated Loads (lb) Vert: 10=6563(F) 11=5039(F) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-32, 5-7=-32, 7-8=-32, 8-9=-287, 17-20=-20, 14-16=-20, 10-13=-20, 10-19=-38 Horz: 1-5=2, 5-7=-2, 7-9=2, 10-19=38 Concentrated Loads (lb) Vert: 10=6563(F) 11=5039(F) 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-5=30, 5-7=-30, 7-8=-30, 8-9=-285, 17-20=-20, 14-16=-20, 10-13=-20 a _ 4Y •Verify design ymrameters and tiElUJ ARtTES CH WEAK) IfYluDEO kITFtfftEFEREhCF pAGEf7l7-7473 re e. JJ29/2014@fFOflEUSE 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 dudng construction is the responsibillity of the p �T®�• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding � V� 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I7 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 ItSeuttrernEine�Sp Itlnbberisspredified, the design vatuesare those effective06A112013byALSC Job Truss Truss Type Qty Ply Res. �Labarbiera T6487857 27379 C04G ROOF SPECIAL GIRDER 1 �f 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 rasu s dui _ii cu w mu ert mauanes, mc. rvwn i+uy as rye o ID:TE6gT_te?mgvzQdQ23vu9aylas= 6XpArhvPrpvall lyi?QEPQDr9AwM72aWgPWymEykMhp LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=-342(F) 11=526(F) 13) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-99, 5-7=-52, 7-8=-52, 8-9=-307, 18-20=27, 17-18=-20, 14-16=-20, 10-13=-20, 10-19=-17 Harz: 1-5=24, 5-7=23, 7-9=-23, 10-19=17 Concentrated Loads (lb) Vert: 10=4844(F) 11=3680(F) 14) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-52, 5-7=-99, 7-8=-99, 8-9=-354, 17-20=-20, 14-16=-20, 10-13=-20, 10-19=59 Harz: 1-5=-23, 5-7=-24, 7-9=24, 10-19=-59 Concentrated Loads (lb) Vert: 10=4844(F) 11=3680(F) 15) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-77, 5-7=-77, 7-8=-77, 8-9=-332, 18-20=27, 17-18=-20, 14-16=-20, 10-13=-20, 10-19=-29 Horz: 1-5=2, 5-7=-2, 7-9=2, 10-19=29 Concentrated Loads (lb) Vert: 10=4844(F) 11=3680(F) 16) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg, Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-77, 5-7=-77, 7-8=-77, 8-9=-332, 17-20=-20, 14-16=-20, 10-13=-20, 10-19=-29 Horz: 1-5=2, 5-7=-2, 7-9=2, 10-19=29 Concentrated Loads (Ib) Vert: 10=4844(F) 11=3680(F) 17) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-5=90, 5-7=-30, 7-8=-30, 8-9=-285, 17-20=-20, 14-16=-20, 10-13=-20 Concentrated Loads (lb) Vert: 10=-413(F) 11=817(1`) 18) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-5=-30, 5-7=-90, 7-8=-90, 8-9=-345, 17-20=-20, 14-16=-20, 10-13=-20 Concentrated Loads (lb) Vert: 10=-413(F) 11=-817(F) 19) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-5=-75, 5-7=-30, 7-8=-30, 8-9=-285, 17-20=-20, 14-16=-20, 10-13=-20 Concentrated Loads (lb) Vert: 10=-396(F) 11=744(F) 20) 4th Dead +0.75 Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pin Vert: 1-5=-30, 5-7=-75, 7-8=-75, 8-9=-330, 17-20=-20, 14-16=-20, 10-13=-20 Concentrated Loads (lb) Vert: 10=-396(F) 11=-744(F) ® IYARMMB -yedfy design pammemrs and REM MMSCM MISAM ING1.8DED 14ITEKREFEREMX PAGEMIJ-M73 rev. 1/Z9/Z0IdBEFQVVSE Design valid for use only with MTek connectors. This design Is based only upon parametersshown, and is for on Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the A �gigep�• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M V� 1 K 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 vaable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. yA2314. Tampa, FL 33610-4115 di 5a uthern P'ine�SP'� lumber is specified, the design values axe those effective 0.5�OIA013 by ALSO Job Truss Truss Type Qty Ply Labarblera Res. T6487858 27379 C05 Roof Special 6 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MiTek Industries, Inc. Fri Aug 22 12:52:50 2014 Page 1 ID:TE6gT_te?mgvzQdQ23vu9aylas= Jg2cVkugfL00uJTOG36bCCkwklznpvlXJ6OCeryllgR 5-9-13 11-2-0 i 17-9.0 23-6.8 5-9-13 5-4-3 6-7-0 5-9.8 Scale: 1/4"=1' 4x6 I I 4X6 = 7.00 12 4x6 = ,win = 17 12 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 4x4 = 1-6-0 1-10 0 8-11-11 16-1-5 23-6-8 1-&Il 0-4- 7-1-11 7-1-11 7-5-3 Plate Offsets (X Y)-- (4:0-2-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.68 Vert(LL) 0.14 9-11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.58 Vert(TL) -0.26 9-11 >990 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.06 17 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 144 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except" TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins, except 5-6: 2x4 SP 2850F 1.8E end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-8 OTHERS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1393/0-8-0, 17=1130/0-4-8 Max Horz 12=535(LC 8) Max Uplift 12=-1 126(LC 8), 17=-956(LC 8) Max Grav 12=1393(LC 1), 17=1141(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1323/1037, 4-5=-1200/1067, 5-6=-1879/1286, 6-7=-253/0, a-13=-703/973, 7-13=-703/973 BOT CHORD 11-12=-1149/1230, 11-18=-823/962, 10-18=-823/962, 10-19=-823/962, 9-19=-823/962, 8-9=-1383/1839 WEBS 3-11=-241/363, 5-11=-228/397, 5-9=-487/971, 6-9=-700/517, 3-12=-1466/1086, 2-12=-295/400, 6-8=-1949/1540 NOTES- 1) Unbalanced roof live loads have been considered for this design. ♦♦♦ OP.��,.......,� �� I® ♦ C E N SF�' i�� , 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 rj 68182 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 ( F ' (V Z. fit between the bottom chord and any other members, with BCDL = 10.Opsf. . O ,7) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity 00 •, Q� ,� ♦♦ �j p.•` of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 1126 lb uplift at joint 12 and 956 lb uplift at ♦♦ plate in design of if Ai 9)1Semi-rigid pitchbreaks including heels" Member end fixity model was used the analysis and of this truss. FL Cert. 6634 August 25,2014 AWANMAr.-Vkdf9design parame2rs and NEAR M7FSCI17WS'AMl MhCLUDED M1UX9EFERENXA4I6EMII-7473 M. 1129120Z68FF MUSE '- • 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 ! VI� 1�i k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 If Southern Pin lumber lumber is specified, the design values are tbase effective 461Q1124113 byALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487859 27379 C06 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITeK Industries, Inc. Fri Aug 22 12:52:b1 2014 rage 1 ID:TE6q _te?mgvzQdQ23vu9aylas_ nOc?i4vlQfWFWT2CpndglQG5HiJsYL9hYm8mBlyligQ 5-9-13 11-2-0 13-1-0 17-9-0 17-1 12 23-6-8 5-9-13 5-4-3 1-11-0 4$-0 0- -12 5-7-12 Scale = 1:49.5 4,,6 11 Too 12 4x6 = 4x6 = 20 10 d 15 12 ixy a yxa — 3x4 = 4x8 = 3x4 = 2x4 II 3x4 = 1$-0 1- 0 0 7-5-8 13-1-0 17-9-0 23-6-8 1$-0 0-0- 5-7-8 5-7-8 4$-0 5.9-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.69 Vert(LL) 0.20 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.59 Vert(TL) -0.26 10-11 >976 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(TL) 0.07 20 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 160 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. 6-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-9 OTHERS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation quide. REACTIONS. (lb/size) 15=1394/0-8-0, 20=1129/0-4-8 Max Horz 15=583(LC 8) Max Uplift 15=1 126(LC 8), 20=-956(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1369/1140, 4-5=-1235/1171, 5-6=-1532/1405, 6-7=-1634/1212, 7-8=-264/0, 9-16=-687/963, 8-16=-687/963 BOT CHORD 14-15=-1194/1166, 6-11=-380/408, 10-11 =-1 814/2407, 9-10=-1814/2407 WEBS 3-14=-242/385, 5-14=-227/288, 11-14=-785/865, 5-11=-798/1062, 7-11=-1179/700, 3-15=-1542/1106, 2-15=-282/360, 7-9=-2448/1864 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=39ft; B=45ft; L=24ft; eave=4ft; 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 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 20 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 1126 lb uplift at joint 15 and 956 lb uplift at joint 20. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 August 25,2014 ®WARNIM -Verify design Parameters and NEAR Aa 7ES CM 7HISAMD INaUDED MITEKREFEREtKE PAGE NII-7473 row, 11n120IdBfF0ff V5E Design valid for use only with Wek 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 A p IT�p�Bl• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding !V! Y fabrication, quality control, storage, delivery, erection and brocing.� consult ANSI/TPI7 Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Satety Inlormation va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA10112913 2314. Tampa, FL 33610-4115 1i Southern pine�SF� lumber is specified, the design values are t7ray a e£#ective 0 fi101 f 2913 by ALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487860 27379 C07 Roof Special 3 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Fri Aug 2212:52:52 2014 Page 1 ID:TE6gl_te7mgvzQdQ23vu9aylas= FC9NwQwwAye67ddPNU83HdpF86aKHmfgnQtJjkyllgP 5-9-13 5-4-3 1-11-0 3-10-0 -10-D Scale = 1:52.0 46 11 7.00 12 4x6 = 4x6 = 300 = N 23 18- 15 12 11 1u 3x4 = 3x4 = US = 3x4 = 2x4 II 1x4 11 4x4 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Cade FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 6-15: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 7-12,8-13,11-13: 2x4 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 18=140010-8-0, 23=1120/0-4-8 Max Horz 18=535(LC 8) Max UpIift18=-1132(LC 8), 23=951(LC 8) 5x8 = CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.75 Vert(LL) 0.50 13 >520 240 MT20 244/190 BC 0.96 Vert(TL) -0.62 13 >415 180 M18SHS 244/190 WB 0.95 Horz(TL) 0.28 23 n/a n/a (Matrix-M) Weight: 168 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-10. 7-14 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 1-2=-323/302, 2-3=-133/299, 3-4=-1343/1124, 4-5=-1210/1155, 5-6=-2057/1833, 6-7=-2137/1680, 7-8=-4822/3497, 10-19=-673/941, 9-19=-673/941 BOT CHORD 1-18=-521/550, 17-18=-1124/1151, 6-14=-3441347, 13-14=-3531/4579, 10-11=-1306/1780 WEBS 3-17=-224/367, 5-17=-297/94, 14-17=-1023/1190, 5=14=-1304/1614, 3-18=-1666/1202, 2-18=-254/334, 7-13=-1390/2103, 8-11=-4136/3159, 8-13=-2682/3308, 11-13=-3176/4389, 8-1 0=-1 878/1444, 7-14=-2879/2088 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=39ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever leftand 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 chard 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) 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing, plate capable of withstanding 1132 lb uplift at joint 18 and 951 lb uplift at joint 23. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 August 25,2014 A WARS -yedfr desl9n parameters andRE1D M17ESCIV 7NISAND INCLUDED 14ITEKREEEREMf PAGE 141Z-7473 rex U29120141BFFOREUSE Design valid for use only with M7ek connectors. This design is based only upon parameters shovdn, 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 p A'T�ili.• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M Vi 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-8? 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, FL 33610-4115 11 So usttlern Pine�SF{ lumber is specified, the design val ues are those effective Ofi110112013 by ALSO Job Truss Truss Type Qty Ply Labarbiera Res. T6487861 27379 C07A Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MITeK Industnes, Inc. Fn Aug 22 12:52:53 2014 Pagel ID:TE6gT_te?mgvzQdQ23vu9aylas_ jPjl7mwYxGmzlnCbxCflgrMP9WycOCq_?4dlFAyllgO 1-10-0 1 2-5-0 3-6-0 3-5-0 1-11-0 3-10-0 10-0 5-9-0 5x8 = 4x6 = 4x6 = WO = 19 18 3xb — 1x4 II 12 11 10 5x5 = 2x4 II 3x4 = 4x4 = 3x4 = fE�Eri6G:4=SrEr: LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-18,6-15: 2x4 SP No.3, 13-14,7-12: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 8-11,8-13,11-13: 2x4 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 19=1408/0-8-0, 24=1115/0-4-8 Max Horz 19=535(LC 8) Max Uplift 1 9=-1 138(LC 8). 24=-945(LC 8) 5x8 = 11-2-0 N 24 Scale = 1:51.4 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TC 0.73 Vert(LL) 0.5213-14 >495 240 MT20 244/190 BC 0.83 Vert(TL)-0.6613-14 >392 180 M18SHS 244/190 WB 0.96 Horz(TL) 0.31 24 n/a n/a (Matrix-M) Weight: 171 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-3-6 oc bracing. WEBS 1 Row at midpt 7-14, 8-10 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 1-2=-648/564, 2-3=-1345/1053, 3-4=-1439/1300, 4-5=-1288/1103, 5-6=-2051/1836, 6-7=-2123/1666, 7-8=-4832/3447, 10-20=-665/933, 9-20=-665/933 BOT CHORD 1-19=-987/1118, 3-17=-329/388, 16-17=-117811230, 6-14=-346/392, 13-14=-3426/4463, 12-13=-371/369, 7-13=-1403/2109, 11-12=-251/328, 10-11=-1291/1767 WEBS 7-14=-2775/1995, 8-11=-4682/3536, 8-13=-2844/3631, 11-13=-3243/4523, 8-1 0=-1 863/1428, 5-16=-382/265, 14-16=-983/1235, 5-14=-164211920, 2-19=-1286/1127, 17-19=-541/87, 2-17=-1230/1554, 4-16=-406/491 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=39ft; B=45ft; L=241t; eave=4ft; 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 fora 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) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing. plate capable of withstanding 1138 lb uplift at joint 19 and 945 lb uplift at joint 24. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i N' N 68182 �:• T OF FL Cert. 6634 August 25,2014 ®6yARMff.-Verify design Parametersand READ IMTESCI97 UMD IAMUDED MITEKREFERENMPMEMZZ-7473 rer..1,/29/20148EFOREME _- Design valid for use only with Wek 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 Welk'erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building. Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 dffimutheTnPine7SFrlumberisspecified The design values aretfitmeeffective08f,01/`2013byALSC Job Truss Truss Type Qty Ply Labarblera Res. T6487862 27379 CO8G ROOF SPECIAL GIRDER 1 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Fri Aug 22 12:52:55 2014 Page 1 I D:TE6gT_te?mgvzQd Q23vu9aylas_-fnrVYSypTtOh_4M_2dhmvG RIXJ a_U8XHT06zK3yl IqM 17-10-12 -8 14 -3 - -0 - -0 1 3 - 4-4-0 2-9-13 1-5-11 101 11 -0-13 3-4-0 3-1-0 0-1- 5-7-12 0-1-12 19 18 3x4 = 5x6 I I 5x8 = 6x8 M18SHS II 4)(6 = Scale = 1:58.6 7.00 12 46 = 6x6 II 8 410 = 17 16 14 13 12 5x16 = 4x4 3x8 = 1x4 II 6x8 = 3x4 = 6x18 M18SHS = Special 3x4 = 3x4 = Special LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.33 TC 0.74 TCDL 15.0 Lumber Increase 1.33 BC 0.96 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.1 'Except' 4-8: 2x6 SP SS, 10-11: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-19,11-12,10-12,8-16,2-18: 2x4 SP No.2, 5-17,7-16: 2x6 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 19=2806/0-8-0, 24=1807/0-4-8 Max Harz 19=1718(LC 4) Max Uplift 19=-8036(LC 8), 24=4331(LC 4) Max Grav 19=8561(LC 23), 24=4337(LC 24) 2 I DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.3613-14 >722 240 MT20 244/190 Vert(TL)-0.3513-14 >748 180 M18SHS 244/190 Horz(TL) -0.15 24 n/a n/a Weight: 429 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-7 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-11-10 cc bracing. WEBS 1 Row at midpt 10-12, 8-16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-906/888, 2-3=-9394/8770, 3-4=-12256/11428, 4-5=-12212/11428, 5-25=-13013/12251, 6-25=-11972/11085, 6-7=-11578/11141, 7-8=-10171/9847, 8-9=-9288/9227,9-10=-9431/9136,10-11=-477/327,12-20=-4354/4400, 11-20=-4354/4400 BOT CHORD 1-19=-1402/1410, 18-19=-1494/1127, 17-18=-7639/8207, 16-17=-9447/9946, 15-16=-7600/7822, 14-15=-7600/7822, 13-14=-8503/8517,12-13=-8503/8517 WEBS 2-19=-8403/7827, 10-12=-9314/9267, 5-17=-2548/2597, 7-16=-3986/3845, 9-14=-402/506, 8-14=-1024/1251, 8-16=-8142/8821, 10-14=-1098/816, 6-17=-4900/4812, 6-16=-4978/4392, 2-18=-8091/8755, 3-18=-3604/3385, 3-17=-3106/3549 NOTES- Continued on page 2 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc, Except member 19-2 2x4 - 1 row at 0-7-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) The solid section of the plate is required to be placed over the splice line at joint(s) 15. 8) Piate(s) at joint(s) 4, 8, 11, 1, 13, 19, 2, 12, 10, 5, 17, 17, 7, 16, 16, 16, 9, 14, 6, 18, 3, 20 and 20 checked for a plus or minus 0 degree rotation about its center. 9) Plate(s) at joint(s) 15 checked for a plus or minus 4 degree rotation about its center. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads FL Cert. 6634 Aunuct 91; 9f11A ®WARMN -Verify Parameters and READ MTES QV 7141SAMD INaMED NITEKREFEREAtE PAGE NI7-7473. r, 112912014891WI SE 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 MTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, yyA 2314. Tampa, FL 33610-4115 tf 5o uthe7n P ine7SFj 1wnbLr is specified, the d eAgn values are those effe dive 06��0112013 by ALSC Job Truss Truss Type Qly Ply Labarbiera Res. T6487862 27379 C08G ROOF SPECIAL GIRDER 1 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 L.o3U s del 11 zul4 MI I ex mausir es, mc. Fri Mug zz iz:az:aa 26 i4 raye c I D:TE6gT_te?mgvzQdQ23vu9aylas_-fnrVYS ypTtOh_4M_2dhmvG RIXJa_U8XHT06zK3yl IqM NOTES- 11) ' 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. 12) Bearing at joint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8036 lb uplift at joint 19 and 4331 lb uplift at joint 24. 14) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16. 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1583 lb left and 1583 lb right at 8-7-8, and 3116 lb down and 3116 lb up at 7-5-8, and 3116 lb down and 3116 lb up at 9-9-8 on top chord, and 5398 lb down and 5178 lb up at 7-1-14, and 5536 lb down and 5629 lb up at 10-1-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: 1-25=-90, 7-25=345, 7-8=-90, 8-10=-90, 10-11=-90, 12-21=-20 Concentrated Loads (lb) Vert: 17=-590(B) 16=856(B) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-25=-75, 7-25=-330, 7-8=-75, 8-10=-75, 10-11=-75, 12-21=-20 Concentrated Loads (lb) Vert: 17=-548(B) 16=-778(B) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-25=-30, 7-25=-285, 7-8=-30, 8-10=-30, 10-11=-30, 12-21=40 Concentrated Loads (lb) Vert: 17=458(B) 16=-628(B) 4) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=22, 7-25=-233, 7-8=22, 8-10=45, 10-11=45, 19-21=56, 12-19=-6 Horz: 1-8=-40,8-10=63,10-11=-63,12-20=56 Concentrated Loads (lb) Vert: 17=5164(B) 7=3116 16=5615(B) 25=-3116 Horz: 6=-1583 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=45, 7-25=-210, 7-8=45, 8-10=22, 10-11=22, 12-21=-6 Horz: 1-8=-63, 8-10=40, 10-11=40, 12-20=-46 Concentrated Loads (lb) Vert: 17=5164(B) 7=-3116 16=5615(B)26=3116 Horz:6=1583 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=-62, 7-25=-317, 7-8=-62, 8-10=0, 10-11=0, 19-21=42, 12-19=-20 Horz: 1-8=32, 8-1 0=30, 10-11 =-30, 12-20=22 Concentrated Loads (lb) Vert: 17=5178(B) 16=5629(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=0, 7-25=-255, 7-8=0, 8-10=-62, 10-11=-62, 12-21=-20 Horz: 1-8=-30, 8-10=-32, 10-11=32, 12-20=-79 Concentrated Loads (lb) Vert: 17=5178(B) 16=5629(B) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=92, 7-25=-163, 7-8=92, 8-10=92, 10-1 1=92,19-21=56, 12-19=-6 Horz: 1-8=-110, 8-10=110. 10-11=-110, 12-20=71 Concentrated Loads (Ib) Vert: 17=5164(B) 16=5615(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=49, 7-25=-206, 7-8=49, 8-10=49, 10-11=49, 12-21=-6 Horz: 1-8=-67, 8-10=67, 10-11=-67, 12-20=71 Concentrated Loads (lb) Vert: 17=5164(B) 16=5615(B) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=-32, 7-25=-287, 7-8=-32, 8-10=-32, 10-11=-32, 19-21=42, 12-19=-20 Horz: 1-8=2, 8-10=-2, 10-11=2, 12-20=38 Concentrated Loads (lb) Vert: 17=5178(B) 16=5629(B) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=-32, 7-25=-287, 7-8=-32, 8-10=-32, 10-11=-32, 12-21=-20 Horz: 1-8=2, 8-10=-2, 10-11=2, 12-20=38 Continued on oaae 3 AWARHIrr -Vedry design parameams aad READ AO TES ON MISAi4D MICLUDED HrTEKREEEREACE- RASE 14II-7473 rex 1129120I4 HUGRE USE ■■■■ 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 IY1� 1�i k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, yA 2314. Tampa, FL 33610-4115 1f5auth a P ne�SF lumbertssgecifiecl,thadesignvalues are th�s eifeativel7& 01f2013byAL5C Job Truss Truss Type Qty Ply Labarbiera Res. ' T6487862 27379 C08G ROOF SPECIAL GIRDER 1 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 r.osu s dui i i zui4 mi i eK muusaies, inc. Fri Aug 22 izaz:oo zu ry rage o ID:TE6gT_te?mgvzQdQ23vu9aylas_-fnrVYSypTtOh 4M 2dhmvGRIXJa_U8XHT06zK3yllgM LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 17=5178(B) 16=5629(B) 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-25=-30, 7-25=-285, 7-8=-30, 8-10=-30, 10-11=-30, 12-21=-20 Concentrated Loads (lb) Vert: 17=-422(B) 16=-544(B) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg!. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=-99, 7-25=-354, 7-8=-99, 8-10=-52, 10-11=-52, 19-21=27, 12-19=-20 Horz: 1-8=24, 8-1 0=23, 10-11 =-23, 12-20=1 7 Concentrated Loads (lb) Vert: 17=3796(B) 16=4119(B) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=-52, 7-25=307, 7-8=-52, 8-10=-99, 10-11=-99, 12-21=-20 Horz: 1-8=-23, 8-10=-24, 10-11=24, 12-20=-59 Concentrated Loads (lb) Vert: 17=3796(B) 16=4119(B) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-25=-77, 7-25=-332, 7-8=-77, 8-10=-77, 10-11=-77, 19-21=27,12-19=-20 Horz: 1-8=2,8-10=-2,10-11=2,12-20=29 Concentrated Loads (lb) Vert: 17=3796(B) 16=4119(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=-77, 7-25=-332, 7-8=-77, 8-10=-77, 10-11=-77, 12-21=-20 Harz: 1-8=2, 8-10=-2, 10-11=2, 12-20=29 Concentrated Loads (lb) Vert: 17=3796(B) 16=4119(B) 17) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-25=-90, 7-25=-345, 7-8=-90, 8-10=-30, 10-11=-30, 12-21=-20 Concentrated Loads (lb) Vert: 17=-590(B) 16=-856(B) 18) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-25=-30, 7-25=-285, 7-8=-30, 8-10=-90, 10-11=-90, 12-21=-20 Concentrated Loads (lb) Vert: 17=-590(B) 16=-856(B) - 19) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-25=-75, 7-25=330, 7-8=-75, 8-10=-30, 10-11=-30, 12-21=-20 Concentrated Loads (Ib) Vert: 17=-548(B) 16=-778(B) 20) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-25=-30, 7-25=-285, 7-8=-30, 8-10=-75, 10-11=-75, 12-21=-20 Concentrated Loads (lb) Vert: 17=-548(B) 16=-778(B) 21) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=22, 7-25=-233, 7-8=22, 8-1 0=45, 10-11 =45, 19-21 =56, 12-19=-6 Horz: 1-8=-40, 8-10=63, 10-11=-63, 12-20=56 Concentrated Loads (lb) Vert: 17=5398(B)7=3116 16=-5536(B)25=-3116 Horz: 6=-1583 22) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=45, 7-25=-210, 7-8=45, 8-10=22, 10-11=22, 12-21=-6 Horz: 1-8=-63, 8-10=40, 10-11=-40, 12-20=-46 Concentrated Loads (lb) Vert: 17=-5398(B) 7=-3116 16=-5536(B)25=3116 Horz:6=1583 23) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=-62, 7-25=-317, 7-8=-62, 8-10=0, 10-11=0, 19-21=42, 12-19=-20 Horz: 1-8=32, 8-10=30, 10-11=-30, 12-20=22 Concentrated Loads (lb) Vert: 17=-5384(B) 16=-5522(B) 24) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Continued on a e 4 'AWAWW •Verity des79rr parameters and REM h07ES ON7HISAM Tl aUDE0 MITEKREFEREM PAGE M77-7473 rea I/2912014 BOUREME Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �r Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown piTek� 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 iVi 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 vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 Lf Southern [Yin lumber lumber is specified; the d esign ualues are thaw effective OS140112013 by ALSC Job Truss Truss Type Qty Ply Labarblera Res. T6487862 27379 C08G ROOF SPECIAL GIRDER 1 Job Reference (optional) east coast I russ, ron coerce, M. 44a40 I D: TE6gT_te?mgvzQdQ23vu9aylas_-fnrVYSypTtOh_4 M_2dhmvG RIXJa_U8XHT06zK3yl IqM LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-25=0, 7-25=-255, 7-8=0, 8-10=-62, 10-11=-62, 12-21=-20 Horz: 1-8=-30, 8-10=-32, 10-11=32, 12-20=-79 Concentrated Loads (lb) Vert: 17=-5384(B) 16=-5522(B) 25) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=92, 7-25=-163, 7-8=92, 8-10=92, 10-1 1=92,19-21=56, 12-19=-6 Horz: 1-8=-110, 8-10=110, 10-11=-110, 12-20=71 Concentrated Loads (lb) Vert: 17=-5398(B) 16=-5536(B) 26) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=49, 7-25=-206, 7-8=49, 8-1 0=49, 10-11 =49, 12-21 =-6 Horz: 1-8=-67, 8-10=67, 10-11=-67, 12-20=71 Concentrated Loads (lb) Vert: 17=-5398(B) 16=-5536(B) 27) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=-32, 7-25=-287, 7-8=-32, 8-10=-32, 10-11=-32, 19-21=42, 12-19=-20 Horz: 1-8=2, 8-10=-2, 10-11=2, 12-20=38 Concentrated Loads (lb) Vert: 17=-5384(B) 16=-5522(B) 28) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=-32, 7-25=-287, 7-8=-32, 8-10=-32, 10-11=-32, 12-21=-20 Horz: 1-8=2, 8-10=-2, 10-11=2, 12-20=38 Concentrated Loads (lb) Vert: 17=-5384(B) 16=-5522(B) 29) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=-99, 7-25=354, 7-8=-99, 8-10=-52, 10-11=-52, 19-21 =27,12-19=-20 Horz: 1-8=24, 8-10=23, 10-11 =-23, 12-20=17 Concentrated Loads (lb) Vert: 17=-4238(B) 16=-4453(B) 30) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS ,Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=-52, 7-25=-307, 7-8=-52, 8-10=-99, 10-11=-99, 12-21=-20 Horz: 1-8=-23, 8-10=-24, 10-11=24, 12-20=-59 Concentrated Loads (lb) Vert: 17=-4238(B) 16=-4453(B) 31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=-77, 7-25=-332, 7-8=-77, 8-10=-77, 10-11=-77, 19-21=27, 12-19=-20 Horz: 1-8=2, 8-10=-2, 10-11=2, 12-20=29 1 Concentrated Loads (Ib) Vert: 17=-4238(B) 16=-4453(B) 32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=-77, 7-25=-332, 7-8=-77, 8-10=-77, 10-11=-77, 12-21=-20 Horz: 1-8=2, 8-10=-2, 10-11=2, 12-20=29 Concentrated Loads (lb) Vert: 17=-4238(B) 16=-4453(B) ®WARMM3-VeatT design pars M. and BEAD A07ES ON7HISAMD IM1dDED M7TEKREFEREM£ PAGE MIb7473 rex U29120208ffOAEUSE Design valid for use only with NliTek 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 pt �'���• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 V1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPIi Quality Criferla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 li5vuthernPne�SPlumberis ecified, the design valuesare those ell eitive0fi 0112013byAL5C Job Truss Truss Type City Ply Labarbiera Res. T6487863 27379 C09 Roof Special 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Fri Aug 2212:52:56 2014 Page 1 I D: TE6gT_te?mgvzQdQ23vu9aylas_-8_P ulozRE B BYc ExAcKD?STzsGj2P Dc_Q i2rXsVyl IqL i 1-2-8 7-9-8 13-10-8 1-2-8 6.7-0 6-1-0 7.00 12 4x6 II 5x8 M18SHS = 3x4 = 10 3x4 i 4x4 = 3x4 = 3x4 = 5x5 = Scale = 1:41.0 Plate Offsets (X Y)-- T1:Edge 0-2-01 13.0-2-8 03-121 14:0-0-13 0-1-81 15:0-2-8 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 1.00 Vert(LL) 0.07 5-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.50 Vert(TL) -0.16 5-7 >997 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) -0.29 5 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 101 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 5-5-10 oc purling, except 2-3: 2x4 SP 285OF 1.8E end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-12 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-5, 2-7. 3-5 1-8: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (lb/size) 5=751/0-8-0, 10=71110-1-8 Max Horz 10=597(LC 7) Max Uplift5=-571(LC 8), 10=-569(LC 8) Max Grav 5=844(LC 14), 10=778(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-656/491, 2-3=-1558/818, 3-4=-306/163, 8-9=-763/1040, 1-9=-763/1040 BOT CHORD 6-7=-612/1172, 5-6=-612/1172 WEBS 2-7=-829/1376, 3-7=-879/678, 3-5=-1466/891,'2-8=-922/769 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=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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, with BCDL = 10.Opsf. 8) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 571 lb uplift at joint 5 and 569 lb uplift at joint 10. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 August 25,2014 ®WARM. -Verify design parameters and READ A07ES GN 7NISAND IA MW ED MIIEKREFEREAC-EA4GEMII-M73 ms. I129120I4BEFCRENSE 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 responsibillify of the yg iT�e0\'. erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding 1 V 1 1 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 vat able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 liSnutllernP'neISFjlumberissixecifted;,thedesignualuesarethoseef%ttive0fi 01/2013hyAL5C Job Truss Truss Type Qty, Ply Labarbiera Res. T6487864 27379 cog A Monopftch 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7-3-8 I.530 s dui it 20i4 mi i ek industries, inc. rn Aug cc ico<:oo 2014 rayu I ID:TE6gT_te?mgvzQdQ23vu9aylas_-8_PulozREBBYcExAcKD?STzz5j7PD IGQi2rXsVyligL 10 3x4 = Scale = 1:27.1 1-6-0 -4 5-5-8 - - Plate Offsets (X Y)-- 11.0-4-13 0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.56 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.18 Vert(TL) -0.04 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) -0.05 10 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 38 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-6-6 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=528/0-8-0, 10=226/0-1-8 Max Horz 5=407(LC 5) Max Uplift5=-456(LC 8). 10=-247(LC 8) Max Grav 5=528(LC 1). 10=309(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-254/81 BOT CHORD 4-5=-371/296 WEBS 2-4=-212/252, 2-5=-470/492 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 11111111 plate grip DOL=1.60 �� U N 2) Plates checked for a plus or minus 0 degree rotation about its center. �� G 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��, �P' G E N • <`� ��� 4) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will v , •'•�.� S�'••� ��� fit between the bottom chord and any other members. N 68182 5) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ••� of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. = 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 456 lb uplift at joint 5 and 247 lb uplift at -Q ; joint 10. i T O F Z4/ Z 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 00 . !� ion •,7� `� Q ,•\�,�� nn111 FL Cert. 6634 August 25,2014 ®N'ARNIAr. -Vedfy design Paramea:rs and RE7D M7ES ON 7NISAND IMUDED 74ITEKREFEREME PAGE MII-7473 rer. 2129/20I4BFFOBEUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �a 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 iVliTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. Tampa, FL 33610-4115 tf Sf7uttlern Pine7SP� lumber is specified, tha design values are those effective Q6�0112012 by ALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487865 27379 C10G ROOF SPECIAL GIRDER 1 3 Job Reference (optional) tasr coast i russ, on Tierce, ,,,.,.e......... ­-,-,-n-• ID:TE6gT_te?mgvzQdQ23vu9aylas_-4MXeAT hmoOGrY5ZkIFTXu3EAXeVhU8j9MKex0yllgJ 4-0-0 2-9-13 1-5-11 1-5-11 -0-13 1-11-0 3-10-0 FIN2-0-0 4-1-0 6 26 25 3x4 = 4x6 I I US = 8x10 = 7.00 12 sxs II 24 — 22 21 20 5x16 = 5x5 WB = 6x6 = 2x4 II 3x4 = 5x16 = Special 3x4 = 3x4 = Special 17 2x4 II 16 3x4 = 3x4 II 14 15 5x6 = Scale = 1:56.6 Plate Offsets (X,Y)— [4:0-3-0,Edge], [7:0-3-4,0-2-12], [$�O y-0,0-2-8], [11:0-1-0,0-2-8], [12:0-6-4,0-3-0], [15:0-2-4,0-3-0], [18:0-7-0,0-3-0], [19:0-4-4,0-3-0], [22:0-2-4,0-3-0], [24:0-8-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2010/TP12007 CSI. TC 0.84 BC 0.85 WB 0.89 (Matrix-M) DEFL. in (loc) I/defl L/d Vert(LL) 0.79 18-19 >331 240 Vert(TL) -0.76 18-19 >343 180 Horz(TL) -0.50 15 n/a n/a PLATES MT20 M18SHS Weight: 755 lb GRIP 244/190 2441190 FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except' TOP CHORD Structural wood sheathing directly applied or 5-6-7 oc purlins, except 4-8: 2x6 SP No.2, 8-12: 2x6 SP SS end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-11-13 oc bracing. 9-20: 2x4 SP No.3, 18-19: 2x4 SP 285OF 1.8E, 20-23: 2x4 SP No.1 WEBS 2x4 SP No.3 "Except" 14-15: 2x8 SP No.2, 5-24,7-22: 2x6 SP No.2 19-21,8-19,10-19: 2x4 SP No.2, 12-18: 2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 15=180010-8-0, 26=2726/0-8-0 Max Harz 26=1475(LC 4) Max Uplift15=-4220(LC 4), 26=-8044(LC 8) Max Grav 15=4293(LC 24), 26=8625(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1785/1724, 2-3=-9303/8557, 3-4=-12263L11263, 4-5=-12221/11266, 5-30=-13012/12091, 6-30=-12021/11059, 6-7=-11481110888, 7-8=-9956/9515, 8-9=-14336/13968, 9-10=-14695/14092, 10-11=-26125/25369, 11-12=-23809/23242, 11-13=-4518/4260, 13-14=-304/216 BOT CHORD 1-26=-2706/2777, 25-26=-1444/1079, 24-25=-7284/8236, 23-24=-9130/9919, 22-23=-9130/9919, 21-22=-7701/8075, 20-21=-287/290, 19-20=-657/627, 9-19=-476/528, 18-19=-22717/23124,10-18=-7746/7903,16-17=-568/575,15-16=-3700/3856 WEBS 2-26=-8517/7876, 5-24=-2543/2619, 7-22=-4350/4283, 8-21 =-7222/691 1. 8-22=-5831/6466, 19-21=-11510/12087, 8-19=-12006/12186, 10-19=-11164/10814, 2-25=-8116/8977, 3-25=-3782/3496, 6-24=-5012/4934, 6-22=-4947/4340, 3-24=-3174/3675, 13-15=-5795/5709, 12-18=-19239/19686, 16-18=-4041/4223, 12-16=-2512/2488, 12-13=-5906/6189 NOTES- Continued on page 2 1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 oc.' Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 24-6 2x4 -1 row at 0-6-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 5) All plates are MT20 plates unless otherwise indicated ♦♦♦ ♦ttt/011111110�,' Qv IN >%% QP'.• i N( 68182 � T F .. � • 141 ' O �NAi-`�♦♦ ,� ///lllllllttt FL Cert. 6634 Auaust 25.2014 ®MARMMa-Vedfydesign param.m and READ M7ESGNINISAMIAMUDED MI7EKREFEREME PAGE MII-7473 Ma J/29120t WGREUSE 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 iTe k• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information vaable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 1fSauthernPine�SF' lumber isspeti'fiedt the design values are those effective OS 0112013byALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487865 27379 C10G ROOF SPECIAL GIRDER 1 3 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 (.53U s JUI 11 ZU14 mi I eK maustnes, Inc Fr1 AUg 2'212:bZbd ZU14 rage 2 I D:TE6gT_te?mgvzQdQ23vu9aylas_-4MXeAT_hmo0GrY5ZkIFTXu3EAXeVhU8j9MKexOylIgJ NOTES- 6) The solid section of the plate is required to be placed over the splice line at joint(s) 4, 8. 7) Plate(s) at joint(s) 4 checked for a plus or minus 4 degree rotation about its center. 8) Plate(s) at joint(s) 8 checked for a plus or minus 2 degree rotation about its center. 9) Plate(s) at joint(s) 12, 11, 14, 15, 1, 23, 20, 9, 19, 10, 17, 26, 2, 5, 24, 24, 7, 22, 22, 22, 21, 25, 3, 6, 13, 18 and 16 checked for a plus or minus 0 degree rotation about its center. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) " 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. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4220 lb uplift at joint 15 and 8044 lb uplift at joint 26. 13) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 1,6, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1583 lb left and 1583 lb right at 8-7-8, and 3116 lb down and 3116 lb up at 7-5-8, and 3116 lb down and 3116 lb up at 9-9-8 on top chord, and 5412 lb down and 5141 lb up at 7-1-14, and 5570 lb down and 5535 lb up at 10-1-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pin Vert: 1-30=-90, 7-30=-345, 7-8=-90, 8-11=-90, 11-14=-90, 20-27=-20, 18-19=-20, 15-17=-20 Concentrated Loads (lb) Vert:24=-546(F) 22=-747(F) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-30=-75, 7-30=-330, 7-8=-75, 8-11=-75, 11-14=-75, 20-27=-20, 18-19=-20, 15-17=-20 Concentrated Loads (lb) Vert: 24=-510(F) 22=-684(F) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-30=-30, 7-30=-285, 7-8=-30, 8-11=-30, 11-14=-30, 20-27=-40, 18-19=-40, 15-17=40 Concentrated Loads (lb) Vert: 24=-430(F) 22=-558(F) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=22, 7-30=-233, 7-8=22, 8-11=45, 11-14=45, 26-27=56, 20-26=-6, 18-19=-6, 15-17=-6 Horz: 1-8=40, 8-11=63, 11-14=-63, 14-15=56 Concentrated Loads (lb) Vert: 24=5127(F) 7=3116 22=5521 (F) 30=-3116 Horz: 6=-1583 5) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=45, 7-30=-210, 7-8=45, 8-11 =22, 11-14=22, 20-27=-6, 18-19=-6,15-17=-6 Horz: 1-8=-63, 8-11=40, 11-14=-40, 14-15=-46 Concentrated Loads (lb) Vert: 24=5127(F) 7=-3116 22=5521 (F) 30=3116 Horz:6=1583 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=-62, 7-30=-317, 7-8=-62, 8-11=0, 11-14=0, 26-27=42, 20-26=-20, 18-19=-20, 15-17=-20 Horz: 1-8=32, 8-11 =30, 11-14=-30, 14-15=22 Concentrated Loads (lb) Vert: 24=5141(F) 22=5535(F) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=0, 7-30=-255, 7-8=0, 8-11=-62, 11-14=-62, 20-27=-20, 18-19=-20, 15-17=-20 Horz: 1-8=-30, 8-11=-32, 11-14=32, 14-15=-79 Concentrated Loads (lb) Vert: 24=5141 (F) 22=5535(F) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=92, 7-30=-163, 7-8=92, 8-11=92, 11-14=92, 26-27=56, 20-26=-6, 18-19=-6, 15-17=-6 Horz: 1-8=-110, 8-11=110, 11-14=-110, 14-15=71 Concentrated Loads (lb) Vert: 24=5127(F) 22=5521(F) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=49, 7-30=-206, 7-8=49, 8-11=49, 11-14=49, 20-27=-6, 18-19=-6, 15-17=-6 Horz: 1-8=-67, 8-11=67, 11-14=-67, 14-15=71 Concentrated Loads (lb) Vert: 24=5127(F) 22=5521 (F) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=-32, 7-30=-287, 7-8=-32, 8-11=-32, Horz: 1-8=2, 8-11=-2, 11-14=2, 14-15=38 Concentrated Loads (lb) Vert: 24=5141(F) 22=5535(F) 11-14=-32, 26-27=42, 20-26=-20, 18-19=-20, 15-17=-20 9�,WMMM,-t'eYiry design yarsmeters and READ A07ESCHTNISAAIDD JAMMED NI7EKREFEREAKEAABEMI-7473.. 11291201d8FHIRNISE Design valid for use only with M71 ek 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informaflon vauuable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ffStauthesszPine�SP lumber issneslfied,ttede=imnvaluesare those ei%ctive06t,01£2013hvAiSC Mi Yek• 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res.' T6487865 27379 C10G ROOF SPECIAL GIRDER T 3 Job Reference (optional) east coast I russ, ton tierce, M. J4840 ,.1 ID:TE6gT_te?mgvzQdQ23vu9aylas-4MXeAT_hmo0GrY5ZkIFTXu3EAXeVhU8j9MKex0yllgJ LOAD CASE(S) Standard 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=-32, 7-30=-287, 7-8=-32, 8-11=-32, 11-14=-32, 20-27=-20, 18-19=-20, 15-17=-20 Horz: 1-8=2, 8-11=-2, 11-14=2, 14-15=38 Concentrated Loads (lb) Vert: 24=5141 (F) 22=5535(F) 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pif) Vert: 1-30=-30, 7-30=-285, 7-8=-30, 8-11=-30, 11-14=-30, 20-27=-20, 18-19=-20, 15-17=-20 Concentrated Loads (lb) Vert: 24=-403(F) 22=-494(F) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=-99, 7-30=-354, 7-8=-99, 8-11=-52, 11-14=-52, 26-27=27, 20-26=-20, 18-19=-20, 15-17=20 Horz: 1-8=24, 8-11 =23, 11-14=-23, 14-15=1 7 Concentrated Loads (lb) Vert: 24=3771(F) 22=4055(F) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-30=-52, 7-30=-307, 7-8=-52, 8-11=-99, 11-14=-99, 20-27=-20, 18-19=-20, 15-17=-20 Horz: 1-8=-23, 8-11=-24, 11-14=24, 14-15=-59 Concentrated Loads (lb) Vert: 24=3771 (F) 22=4055(F) 15) Dead + 0.75 Roof Live (be[.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=-77, 7-30=-332, 7-8=-77, 8-11=-77, 11-14=-77, 26-27=27, 20-26=20, 18-19=-20, 15-17=-20 Horz: 1-8=2, 8-11=-2, 11-14=2, 14-15=29 Concentrated Loads (lb) Vert: 24=3771 (F) 22=4055(F) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=-77, 7-30=-332, 7-8=-77, 8-11=-77, 11-14=-77, 20-27=-20, 18-19=-20, 15-17=-20 Horz: 1-8=2, 8-11 =-2, 11-14=2, 14-15=29 Concentrated Loads (lb) Vert: 24=3771 (F) 22=4055(F) 17) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.33,,Plate Increase=1.33 Uniform Loads (pif) Vert: 1-30=-90, 7-30=-345, 7-8=-90, 8-11=-30, 11-14=-30, 20-27=-20, 18-19=-20, 15-17=-20 Concentrated Loads (lb) Vert: 24=-546(F) 22=747(F) 18) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-30=-30, 7-30=-285, 7-8=-30, 8-11=-90, 11-14=-90, 20-27=-20, 18-19=-20, 15-17=-20 Concentrated Loads (lb) Vert: 24=-546(F) 22=747(F) 19) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-30=-75, 7-30=-330, 7-8=-75, 8-11=-30, 11-14=-30, 20-27=-20, 18-19=-20, 15-17=-20 Concentrated Loads (lb) Vert:24=-510(F) 22=-684(F) 20) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-30=-30, 7-30=-285, 7-8=-30, 8-11=-75, 11-14=-75, 20-27=-20, 18-19=-20, 15-17=-20 Concentrated Loads (lb) Vert: 24=-510(F) 22=-684(F) 21) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=22, 7-30=233, 7-8=22, 8-1 1=45,11-14=45, 26-27=56, 20-21 18-19=-6, 15-17=-6 Horz: 1-8=-40, 8-1 1=63,11-14=-63, 14-15=56 Concentrated Loads (lb) Vert: 24=5412(F) 7=3116 22=-5570(F)30=-3116 Horz: 6=-1583 22) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=45, 7-30=-210, 7-8=45, 8-11=22, 11-14=22, 20-27=-6, 18-19=-6, 15-17=-6 Horz: 1-8=-63, 8-1 1=40,11-14=-40, 14-15=46 Concentrated Loads (lb) Vert: 24=-5412(F) 7=-3116 22=-5570(F)30=3116 Horz:6=1583 23) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=-62, 7-30=-317, 7-8=-62, 8-11=0, 11-14=0, 26-27=42, 20-26=-20, 18-19=-20, 15-17=-20 Horz: 1 -8=32, 8-11 =30, 11-14=-30, 14-15=22 Concentrated Loads (Ib) Vert: 24=-5398(F) 22=-5556(F) Continued on a e 4 ®WARKM -Vadf y design parameters and FW A07ES W 7NISAM INMME0 MITEKREFEREAtE RAGE NI7-7423. x 112912014 BffUf1EME 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 responsibility of the iVliTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. lf5authernFine SF�Iumlierisspesifieditheslesi;nvaluesaxetbEv ef#ective05 03/2013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487865 27379 C10G ROOF SPECIAL GIRDER 1 3 Job Reference (optional) East coast Truss, tort Fierce, t-L.'S4846 r aou a aui i nuy c rnyc Y I D: TE6 qT_to?mgvzQdQ23vu9aylas_-4MXeAT_hmoO GrY5Zkl FTXu3EAXeVh U Sj9M KexOyl IqJ LOAD CASE(S) Standard 24) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=0, 7-30=-255, 7-8=0, 8-11=-62, 11-14=-62, 20-27=-20, 18-19=-20, 15-17=-20 Harz: 1-8=-30, 8-11=-32, 11-14=32, 14-15=-79 Concentrated Loads (lb) Vert: 24=-5398(F) 2 2=-5556(F) 25) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=92, 7-30=-163, 7-8=92, 8-11=92, 11-14=92, 26-27=56, 20-26=-6, 18-19=-6, 15-17=-6 Horz: 1-8=-110, 8-11=110, 11-14=-110, 14-15=71 Concentrated Loads (lb) Vert:24=-5412(F) 22=-5570(F) 26) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=49, 7-30=-206, 7-8=49, 8-11=49, 11-14=49, 20-27=-6, 18-19=-6, 15-17=-6 Horz: 1-8=-67, 8-11=67, 11-14=-67, 14-15=71 Concentrated Loads (lb) Vert: 24=-5412(F) 22=-5570(F) 27) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=-32, 7-30=-287, 7-8=-32, 8-11=-32, 11-14=-32, 26-27=42, 20-26=-20, 18-19=-20, 15-17=-20 Horz: 1-8=2, 8-11=-2, 11-14=2, 14-15=38 Concentrated Loads (lb) Vert: 24=-5398(F) 22=-5556(F) 28) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=-32, 7-30=-287, 7-8=-32, 8-11=-32, 11-10-32, 20-27=-20, 18-19=-20, 15-17=-20 Horz: 1-8=2, 8-11=-2, 11-14=2, 14-15=38 Concentrated Loads (lb) Vert: 24=-5398(F) 22=-5556(F) 29) Reversal: Dead + 0.76 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=-99, 7-30=-354, 7-8=-99, 8-11=-52, 11-14=-52, 26-27=27, 20-26=-20, 18-19=-20, 15-17=-20 Horz: 1-8=24, 8-1 1=23,11-14=-23, 14-15=17 Concentrated Loads (lb) Vert: 24=-4230(F) 22=-4433(F) 30) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=-52, 7-30=-307, 7-8=-52, 8-11=-99, 11-14=-99, 20-27=-20, 18-19=-20, 15-17=-20 Horz: 1-8=-23, 8-11=-24, 11-14=24, 14-15=-59 Concentrated Loads (lb) Vert: 24=-4230(F) 22=-4433(F) 31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=-77, 7-30=-332, 7-8=-77, 8-11=-77, 11-14=-77, 26-27=27, 20-26=-20, 18-19=-20, 15-17=-20 Horz: 1-8=2', 8-11=-2, 11-14=2, 14-15=29 Concentrated Loads (lb) Vert: 24=-4230(F) 22=-4433(F) 32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-30=-77, 7-30=-332, 7-8=-77, 8-11=-77, 11-14=-77, 20-27=-20, 18-19=-20, 15-17=-20 Horz: 1-8=2, 8-11=-2, 11-14=2, 14-15=29 Concentrated Loads (lb) Vert: 24=-4230(F) 22=-4433(F) &WAR#IMS-Yefffr. defiya parameters and READ ft 7$ Off 7NISMD IM116ED MITEKRffFRENMPARE14I7-7473 ter W9/2414BI£OREUSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. • Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown my Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the q� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M`qek• 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 va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ifSstutims�i P ir�e�SP� tumb umber is sgecifiecY fire design values are Brio a effective 06�€Y1/ 13 by Alm Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487866 27379 C11 Roof Special 1 1 Job Reference (optional) East Coast Truss. Fort Pierce, FL. 34946 7.b30 s Jul 11 2014 MITeK Induslrles, Inc. Fri Aug 221z:b2:b9 2u14 vage 1 ID:TE6gT_te?mgvzQdQ23vu9aylas= YZ400p?JX6W7TiFlHSmi46bRlx_IQxfs004BTgyllgl 18-0-8 1-2-0 3- -0 & 1-0 7-9-0 - 3- o-0 5-9-13 5>-3 1-11-0 3-10-0 -10-0 4-2-0 1-7-8 0-3-8 Scale = 1:51.8 4x6 I I 7.00 12 1­x = 20 17 14 13 12 11 3x4 = US = 3x4 = 2x4 I 3x4 = 3x4 = 5x5 = 3x4 = US M18SHS = 1-6-0 . 5-7-8 5-7-8 3-10-0 -10-0 4-5-8 1-71 Plate Offsets (X Y)-- f4.0-2-0 Edgel 18.0-2-9 0-3-151 f9.0-2-8 0-2-11 f11.0-2-8 0-3-01 115.0-8-3 0-3-01 f16.0-4-8 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.73 Vert(LL) 0.55 15-16 >481 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.85 Vert(TL) -0.69 15-16 >379 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.40 11 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 172 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-1 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. 6-17: 2x4 SP No.3, 15-16,7-14: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-2-14 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 7-16 8-13,8-15: 2x4 SP No.2, 13-15: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=1185/0-8-0, 20=1420/0-8-0 Max Harz 20=658(LC 7) Max Uplift 11 =-944(LC 8), 20=-1203(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-373/318, 2-3=-136/323, 3-4=-1367/1226, 4-5=-1234/1257, 5-6=-2122/1872, 6-7=-2214/1727, 7-8=-5127/3866, 8-9=-592/399 BOT CHORD 1-20=-549/634, 19-20=-869/1227, 6-16=-330/333, 15-16=-3478/4739, 14-15=-317/337, 7-15=-1608/2222, 13-14=-253/331, 12-13=-1373/1879, 11-12=-220/368 WEBS 3-19=-219/346, 5-19=-322/63, 16-19=-726/1262, 5-16=-1289/1683, 7-16=-2980/2342, 3-20=-1715/1310, 2-20=-249/335, 8-13=-4983/3724, 8-15=-2833/3894, 13-15=-3510/4876, 9-1 1=-1 193/970, 9-12=-832/1045, 8-12=-1806/1510 �iVF N ��♦♦, NOTES- 1) Unbalanced roof live loads have been considered for this design. Qv� Q` �� ♦♦ o`� ,O % G•E SF�' ��� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; 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 N 68182 •� 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. �Q 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i T O F �/ •• 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. s 4Q �♦ •. Q 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 944 lb uplift at joint 11 and 1203 lb uplift at �.' �` N ♦j �. G,®� 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I.41 FL Cert. 6634 August 25,2014 ®N'A8NIN3-yedfp design Parameters and RFiiD hS17ESCN•rF1IS.4ND 7M21JDED MITEKfiEFEREtKE PAfiEMII-7473 mr. t/29/202d8EF07iElJSE 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 responsibiility of the MiTek' fabrication, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vq 2314. Tampa, FL 33610-4115 1f5au1hernlyine�SP1 lumber is specified,thadeMgnvaluesare thsneef#ective05 10112013byALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487867 27379 C12 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 i.osu s dui 11 2Oi4 Mi i ex industries, Inc. Fri Aug 22 12.53.00 2014 rcge I ID:TE6gT_te?mgvzQdQ23vu9aylas= OleOb90xiQe_5rExrAHxcJSfvKKX9S00cgpk?GyIIgH 5-9-13 11-2-0 17-9-0 20-2-8 2 10- 5-9-13 5-4-3 6-7-0 2-5-8 -7-8 4x6 = 7.00 12 3x4 = 4x4 = 5x5 = 3x4 = 3x8 = Scale=1:45.5 9.4.0 9-8-0 Plate Offsets (X Y)-- 14:0-2-0 Edeel 18:0-2-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.57 Vert(LL) -0.19 8-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.87 Vert(TL) -0.50 8-10 >450 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.04 8 file n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 119 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except' TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc purlins, except 5-6: 2x4 SP 2850F 1.8E, 6-7: 2x6 SP No.2 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-14 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=1029/0-8-0, 11=1246/0-8-0 Max Horz 11=611(LC 7) Max Uplift8=-815(LC 8), 11=-1074(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1036/864, 4-5=-912/895, 5-6=-1062/859 BOT CHORD 10-11=-728/1108, 9-10=-736/970, 8-9=-736/970 WEBS 3-10=-342/418, 5-10=-308/439, 6-10=-428/393, 3-11=-1179/1006, 2-11=-274/413, 6-8=-1300/1203 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=39ft; B=45ft; L=24ft; eave=4ft; Cat. II; `%�rt1(111 11 f11 Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 e,`�%QU, N VF'I��� plate gripDOL=1.60 ,%%OP•,..••••... 3) Provide adequate drainage to prevent water ponding. , ,• (, E N 5+ �� 4) Plates checked for a plus or minus 0 degree rotation about its center. ,�� •• F�••, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : N( 68182 0 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 815 lb uplift at joint 8 and 1074 lb uplift at = joint 11. '0 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T O F � v N 1111111111 FL Cert. 6634 August 25,2014 ®WARNLN- - Verify deilgn parametersand READ A07ESGN7rRSAND INCLUDED MITEKREFEREf2E PAGE MII-7423 n:. I/29/2016RUUREWE 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 MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' 2314. able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA st 1fSouthernPine�SR lumber is specified, theesignvalues arethoseeffective 06�01f2013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487868 27379 C13 Roof Special 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 t.osu s Jm 11 2u14 mu ex inausmes, mc. rn Aug 22 12:53:u1 2u14 rage 1 ID:TE6gT to?mgvzQdQ23vu9aylas_ UxCnpVlZ3jmgj?p7PtoA9XhgekjluvP9rKZIXjyllgG 5-9-13 11-2-0 17-9-0 1 •2- 20-10-0 5-9-13 5-4-3 6-7-0 0-5- 2-7-8 Scale = 1:46.3 46 = Too 12 13 'a 9 3x4 = 3x4 = 3x4 = 5x5 = 3x4 = 3x8 = 1-6-0 1-10 0 11-2-0 18-2-8 20-10-0 1-6-0 0-4- 9-4-0 7-0.8 2-7-8 Plate Offsets (X Y)-- I4:0-2-0 Edoel I7:0-5-8 0-2-01 I9:0-2-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.57 Vert(LL) -0.13 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.68 Vert(TL) -0.34 12-13 >672 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 121 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc purlins, except 5-6: 2x4 SP 285OF 1.8E end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-1 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=1029/0-8-0, 13=1247/0-8-0 Max Horz 13=549(LC 7) Max Uplift9=-805(LC 8), 13=-1085(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1028/883, 4-5=-904/913, 5-6=-1052/875, 6-7=-999/942 BOT CHORD 12-13=-688/1115, 11-12=-722/997, 10-11=-722/997, 9-10=-481/773 WEBS 3-12=-345/411, 5-12=-321/419, 6-12=-412/416, 6-10=-1367/1411, 7-10=-1343/1436, 7-9=-1200/910, 3-13=-1160/1030, 2-13=-266/414 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=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; ,'11111111//��1 Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left' and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 `,0� QU I N V I�.. plate gripDOL=1.60 3) Provide adequate drainage to prevent water ponding. ,`�Ol; �.-••••••, C�I, `� , ,• Ci E N Si ; 4) Plates checked for a plus or minus 0 degree rotation about Its center. ; •' �. F•••, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.% N 68182 o. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chard 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 805 lb uplift at joint 9 and 1085 lb uplift at joint 13. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 51 T O F % �1111111111/ FL Cert. 6634 August 25,2014 AWARMM -4•enf►design parameters and READ KD7ESCry MISAND IK2.f1DED MITEKREFEREKtE PAGE NII-7423 rev. 112912014BFIuwu3E Design valid for use only with M1ek 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 MiTek* 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 vo able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 115outhernFiite lumberisspecified,thedesignvaluesaretlToseeffective45%I 12013byALSC Job Truss Truss Type Qty Ply Labarblera Res. T6487869 27379 C14 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 /.aau s dui n zuic MITex industries, Inc. Fri Aug zz izas:01 nuw rage I ID:TE6gT_te?mgvzQdQ23vu9aylas= UxCnpV1Z3jmgj?p7PtoA9XhoWkjUuvF9rKZIXiyl]gG i 5-9-133 i 11-2-0 150.12-12 i 19-30.12-8 20-10-0 i 5-9-15-4-3 4-2 4x4 = 7.00 12 13 z w 9 3x4 = 3x4 3x4 = 5x5 = 3x4 = US = 1-6-0 1-10 0 11-2-0 19-3-8 20-10-0 1-10 0.4- 9-4-0 8-1-8 1-6-8 Scale=1:45.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.65 Vert(LL) -0.12 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.70 Vert(TL) -0.31 12-13 >720 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 118 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 9=1029/0-8-0, 13=1246/0-8-0 Max Horz 13=494(LC 7) Max Uplift9=-799(LC 8), 13=-1090(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1025/886, 4-5=892/916, 5-6=-988/954, 6-7=-966/882 BOT CHORD 12-13=-661/1122, 11-12=-613/968, 10-11=-613/968, 9-10=-507/792 WEBS 3-12=-355/443, 5-12=-515/497, 6-12=-411/473, 6-10=-308/155, 7-10=49/361. 7-9=-1292/929, 3-13=-1179/1057, 2-13=-262/394 Structural wood sheathing directly applied or 5-1-10 oc purlins, except end verticals. Rigid ceiling directly applied or 7-2-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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=39ft; B=45ft; L=24ft; eave=4ft; 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 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 799 lb uplift at joint 9 and 1090 lb uplift at joint 13. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 111. tQv I N "VF :; � .•�,�G NSF'•? �•� N 68182 • �53 T OF J*�'i'sS r�u�ntut FL Cert. 6634 August 25,2014 AWARNIM -Verify design parameters and READ NO 7ES ON INISAND INCLUDED MITEKREPEREME PAGE MII-7473. r. I/L912014WOBENSE ■■ 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 MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing,consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inlormation vorlble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1fSautllernFine�SPplumberissgezified@Viadesign valass are those eife�ttive06 01121113byALSC Truss Truss Type Qly Ply Labarbiera Res. T6487870 F C15 Roof Special 1 1 , Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:53:02 2014 Page 1 I D:TL6gT_le?mgvzQdQ23vu9aylas= y8m9Or1 Col uhK90KzbJPhkDy?82sdGgJ4_lr49yllgF i 2-2-0 4-1-8 11-2-0 i 18-2-8 _ 20-10-0 2-2-0 1-11-8 7-0-8 7-0.8 2-7-8 Verticals that are extended below a chord forming a "Leg Down" condition, are not designed to resist lateral forces between the truss and the support. Scale=1:aa.3 axs = Additional design considerations (by others) are required to transfer these forces to the appropriate lateral force resisting elements. 7.00 12 (Typical for all applicable "Leg Down" trusses in this job) 5 48 = 13 8 6x12 i 5.o0 12 3x8 Plate Offsets (X Y)-- f1:0-4-0.0-1-111 f4:0-2-8 Edgel,[9:0-2-8,0-2-41 f12:0-2-0,0-2-41 f13:0-1-8,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TIC 0.73 Vert(LL) 0.13' 9-11 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.69 Vert(TL) -0.23 9-11 >968 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.98 Horz(TL) 0.17 14 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 113 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, except BOT CHORD 2x4 SP No.2 'Except" end verticals. 1-13: 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-4 oc bracing. WEBS 2x4 SP No.3 `Except* WEBS 1 Row at midpt 6-11 7-14: 2x8 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 13=1262/0-8-0, 14=996/0-8-0 Max Horz 13=471(LC 7) Max Uplift 13=-1 127(LC 8), 14=-769(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-420/315, 2-3=-2012/1281, 3-4=-1233/897, 4-5=-1072/927, 5-6=-1232/926, 6-7=-2289/1758, 8-14=-996/769, 7-8=-965/706 BOT CHORD 1-13=-257/472, 12-13=-657/664, 11-12=-1054/2029, 10-11=-1421/1949, 9-10=-1421/1949 WEBS 3-12=-151/280, 3-11=-1061/767, 5-11=-297/497, 6-11=-1178/1140, 6-9=-42/297, 7-9=-1519/1952,2-13=-972/732,2-12=-1604/2122 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=39ft; B=45ft; L=24ft; eave=4ft; 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1127 lb uplift at joint 13 and 769 lb uplift at joint 14. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. VA39ARN M-lredfir rlesiga parameters a.d READ AUMSON TNISAND INCLUDED MITEKREFEREM-EPAGEMZI-7423 mi, I129f291JE£r0AE11SE Design valid for use only with MiTek connectors. This design is basedonly 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information gvarble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314, tfSouthernRine SF1 lumbertsspecified,thedezignmatu�arethoseeffective05103.11013b,ALSC FL Cert. 6634 August 25,2014 y WOW 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487871 27379 C16 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Fri Aug 22 12:53:03 2014 Page 1 ID:TE6gT_te?mgvzQdQ23vu9aylas= QKKXEB2gbLOYyJzWVMreEym9ZYQYMmHSJe2OcbyllgE 2-2-0 6-1-8 11-2-0 16-2-8 22-4-0 2-2-0 3-11-8 5-0.8 5-0.8 3-11-8 2-2-0 4x4 = 7.00 12 14 10 48 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 1-14,9-10: 2x8 SP No.2, 2-14,8-10: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 14=1228/0-8-0, 10=1228/0-8-0 Max Horz 14=383(LC 7) Max Uplift 14=-1087(LC 8), 10=-951(LC 8) Scale = 1:43.8 N Ia CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.61 Vert(LL) 0.1911-12 >999 240 MT20 244/190 BC 0.53 Vert(TL)-0.2812-13 >797 180 M18SHS 244/190 WB 0.77 Horz(TL) 0.24 10 n/a n/a (Matrix-M) Weight: 120 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-7 cc purlins. BOT CHORD Rigid ceiling directly applied or 5-4-8 oc bracing. 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 1-2=-278/180, 2-3=-2698/1691, 3-4=-1332/970, 4-5=-1222/1001, 5-6=-1222/1001, 6-7=-1332/971, 7-8=-2570/1745 BOT CHORD 1-14=-88/277, 2-14=-1205/1028, 13-14=-376/582, 12-13=-1164/2439, 11-12=-1208/2077, 8-10=-1168/980 WEBS 5-12=-556/787, 7-12=-1161/972, 7-11=-233/555, 8-11=-128512146, 3-12=-1363/926, 3-13=-194/712, 2-13=-1385/2146 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=39ft; B=45ft; L=24ft; eave=4ft; 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) All plates are MT20 plates unless otherwise indicated. 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1087 lb uplift at joint 14 and 951 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. W4P,WN. - Ve,iry design paramemrs and READ A07ESON MrSAMD 1AULIVED M77EKREFEd{EM' PAGE H11-7473 ree. IM/201JEEFOBEUSE 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component safety Information va able fromTruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If�SouthernPi7re 5P lumbetlSsyessfieli thedciigsvatuesarethoseeffettirre06 f1112013hyALSSC FL Cert. 6634 August 25,2014 MiTek* 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487872 27379 C17 Roof Special 1 1 Job Reference (optional) East coast I russ, von vierce, VL. MUM, /n. en ....uea n, — ^ 9 — "..—. c°.» ra9. , ID:TE6gT_te?mgvzQdQ23vu9aylas_-vWuvRX3SMe8PaTYi4OMtm9J H Uynm5EjbXlny82yIIgD 2-2-0 8-1.8 11-2-0 142-8 20-2-0 22-4-0 2-2-0 5-11-8 3-0.8 3-0.8 5-11-8 r 2-2-0 Scale = 1:43.8 4x6 II 7.00 12 48 1.6-0 -2-0 8-1-8 14-2-8 20-2-0 2 10- 22-4-0 1-s-o -a-o 5-11-8 6-1-0 5-11-8 -ao 1-6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.79 Vert(LL) 0.29 11-12 >779 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.47 Vert(TL) -0.48 11-12 >466 180 M18SHS 244/190 BCLL 0.0 " Rep Stress Incr YES WB 0.76 Horz(TL) 0.35 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 122 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except" TOP CHORD Structural wood sheathing directly applied or 3-0-2 oc purlins. 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x8 SP No.2 "Except" MiTek recommends that Stabilizers and required cross bracing 12-13,11-12,10-11: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 Ins allation uide REACTIONS. (lb/size) 13=122810-8-0, 10=1228/0-8-0 Max Horz 13=387(LC 7) Max Uplift 13=1077(LC 8). 10=952(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-267/194, 2-3=-2930/1755, 3-4=-2685/1760, 4-5=2980/2168, 5-6=-2820/2194, 6-7=-2583/1784, 7-8=-2877/1779 BOT CHORD 1-1 3=-1 09/264, 2-13=-1383/1218, 12-13=-367/950, 11-12=-347/1384, 10-11=-474/627, 8-10=-1311 /1186 WEBS 5-11=-1356/1693, 6-11=-532/675, 8-11=-772/1980, 5-12=-1322/1994, 4-12=-518/672, 2-12=-882/1980 ' 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=39ft; B=45ft; L=24ft; eave=4ft; 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) All plates are MT20 plates unless otherwise indicated. 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1077 lb uplift at joint 13 and 952 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. %t%111111111111I .0` QQN °. .�� OP•• VF�F • .•�,�GEN3F•.� �. i N 68182 OF : 14/ ` '°°'0ss • �N 11nn1►►►1 FL Cert. 6634 August 25,2014 ®WARNING-yewfydesign Parameters and READM17E'SON71EI6AND IM7.IMED NITEitREFE N_—PAG6MII-7473rer. 1/251201dBEFORE WE ■■■ 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 MiTPv k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 if Sautherrl Vine�SPj lumber i3 gg sifred fire design values are those of eftive 06 41/211Y3 byALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487873 1 27379 C18 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 i.oau s dui i i zuia mi i eK mausmes, mc. rri Aug ze iz:aa:uc zu w rage -I ID:TE6gl_te?mgvzQdQ23vu9aylas= NjSHet447yGGBd7vejt6JNrU?L44glrlmyXVgUyllgC i 2-2-0 6-0.0 10-1-8 11-2-0 12-2-81 16-4.0 20.2-0 22-4-0 2-2-0 3-10-0 4-1-8 1-0-8 1-0-8 4-1-8 3-10-0 2-2-0 Scale = 1:43.8 7.00 F12 4x6 II A 4x8 = 1--o s-ao 10-1-8 12-2-e 16-a-o 20-z-o z 10- zz-a-o I.N.6--8-0 3-10-0 4-1-8 2-1-0 4-1-8 3-10-0 -8-0 1-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.68 Vert(LL) 0.26 13-14 >849 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.66 Vert(TL) -0.41 13-14 >547 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.44 10 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 123 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins. BOT CHORD 2x8 SP No.2 'Except" BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. 13-15,12-13,10-12: 2x4 SP No.2 WEBS 1 Row at midpt 3-15, 7-10 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15=1228/0-8-0, 10=1228/0-8-0 Max Horz 15=387(LC 7) Max Uplift 15=-1077(LC 8), 10=-952(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-512/279, 3-4=-2555/1447, 4-5=-2444/1477, 5-6=-2443/1484, 6-7=-2555/1453, 7-8=-453/419 BOT CHORD 1-15=-111/252, 2-15=-556/540, 14-15=-1388/2832, 13-14=-141012846, 12-13=-509/1859, 11-12=-1456/2440, 10-11=-1436/2426, 8-10=-522/535 WEBS 3-13=-329/594, 5-13=-536/1225, 5-12=-552/1066, 7-12=-510/631, 3-15=-2528/1653, 7-10=-2528/1554 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=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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) All plates are MT20 plates unless otherwise indicated. 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. 7) Provide mechanical connection (by others) of truss to bearingplate capable of withstanding 1077 lb uplift at joint 15 and 952 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .AN',48VIM.-yedfp designparameters and READ M7E'S BW ME Ii4MMED MITEK REFEREACE PAGE MII-7473 rex I129J20S6BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. -Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information gvapable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314 1t5fauU7err P'me 511 lumber issjsecrlie>,thedesigrrualuesArethoseeffectiveGfi/IO 0 3hYRLSC FL Cert. 6634 August 25,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qly Ply Labarbiera Res. T6487874 27379 C19 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 3494b t.cau s dw i I Lu14 Mi i eK mausmes, inc. rn Aug a 1Z:33:a3 ZU14 raga i I D:TE6gT_te?mgvzQdQ23vu9aylas_-NjS Het447yGGBd7vejt6JNrTgL7VgirlmyXVgUyllgC 2-2-0 8-0-0 11-2-0 i 14-4-0 i _ 20-2-0 22.40 2-2-0 5-10-0 3-2.0 3-2-0 5-10-0 2-2-0 13 4x8 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPl2007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-3,7-9: 2x4 SP No.1 BOT CHORD 2x8 SP No.2 *Except* 12-13,11-12,10-11: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 13=1228/0-8-0, 10=1228/0-8-0 Max Hors 13=387(LC 7) Max Uplift 1 3=-1 077(LC 8). 10=-952(LC 8) 4x6 11 7.00 12 Scale = 1:43.8 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.75 Vert(LL) 0.2811-12 >789 240 MT20 244/190 BC 0.50 Vert(TL)-0.4911-12 >461 180 M18SHS 244/190 WB 0.70 Horz(TL) 0.34 10 n/a n/a (Matrix-M) Weight: 122 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stallation uide FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-267/195, 2-3=-2928/1761, 3-4=-2691/1764, 4-5=-2980/2165, 5-6=-2818/2192, 6-7=-2587/1789, 7-8=-2871/1786 BOT CHORD 1-13=-111/269, 2-13=-1449/1263, 12-13=-371/992, 11-12=-346/1365, 10-11=-495/659, 8-10=-1372/1234 WEBS 5-11 =-1 349/1696, 6-11=-520/659, 8-11=-759/1934, 5-12=-1315/1999, 4-12=-508/656, 2-12=-865/1934 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=39ft; B=45ft; L=24ft; eave=4ft; 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) All plates are MT20 plates unless otherwise indicated. 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1077 lb uplift at joint 13 and 952 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 August 25,2014 AWARM✓Y -Verifr design Parameters and READ M 7ES CM 7WSAND 1=11DED HITEICREFEREMR E PAGE 14II-7473 rox 1/I9/2014HUMME Design valid for use any with MiTek connectors. This design is based any 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 IYI� l�r k• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 tf5DuthexnPinE7SF Iunberi5specifie€Q,thedes'ignvaluesarethoseeffectiveG 01 013byAL5C Job Truss Truss Type Qty Ply Labarbiera Res. T6487875 27379 C20 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 t.oau s uui 11 2ur4 mi ek mausmes, in, Fri Aug cc 12.53.06 2014 rny, 1 1 D:TE6gT_te?mgvzQdQ23vu9aylas_-rvOfsC4itGP7pmi5CROLsaOhSIQPZ8Ju?cG3DwyllgB 2-2-0 6-0-0 11-2-0 16-4-0 20.2-0 22-4-0 2-2-0 3-10-0 5-2-0 5-2-0 1 10-0 2-2-0 d 48 = 4x4 = 7.00 F12 14 b.uu 11Z 10 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC201 O/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x8 SP No.2 "Except` 13-14,11-13,10-11: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 14=1228/0-8-0, 10=1228/0-8-0 Max Horz 14=387(LC 7) Max Upliftl4=-1077(LC 8), 10=-952(LC 8) Scale = 1:43.8 6 N CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.57 Vert(LL) 0.2212-13 >999 240 MT20 244/190 BC 0.65 Vert(TL)-0.3312-13 >680 180 M18SHS 244/190 WB 0.72 Horz(TL) 0.33 10 n/a n/a (Matrix-M) Weight: 123 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-8 oc bracing. WEBS 1 Row at midpt 3-14, 7-10 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 2-3=-528/292, 3-4=-136511000, 4-5=-1256/1031, 5-6=-1256/1031, 6-7=-1365/1000, 7-8=-468/432 BOT CHORD 1-14=-112/254, 2-14=-573/557, 13-14=-1393/2821, 12-13=-1241/2491, 11-12=-1280/2136, 10-11=-1439/2421,8-10=-538/552 WEBS 5-12=-569/796, 7-12=-1190/1013, 7-11=-498/968, 3-12=-1388/972, 3-13=-479/1120, 3-14=-2510/1646, 7-10=-2510/1545 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=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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) All plates are MT20 plates unless otherwise indicated. 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1077 lb uplift at joint 14 and 952 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 'AW ARNrAr. -Verify design parameters aad READ A°J TES CN 7UNAM71AMIDED HrIEKREFEREtX PAGE MPI-7423 re a 11281291J EUMIE113E 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 fabrication, quality control, storage, delivery, erection and bracing„ consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information gvarble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ifSouthexnPina SPpIumberisspecified,thedesignvaluesaxethoseeffective05 0 1120 31ryAL5C %tttt111111111i ak►N 1 N 68182 •° 'Cj : x Z 13 T F 4U 1►Illlllltt FL Cert. 6634 August 25,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 336104115 Job Truss Truss Type City Ply Res. T6487876 27379 C21 Hip 1 1 �Labarbiera Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 Kun: i.uuu s uct za 2u7s Prior. 7.530 s dai _i _i 20iv wu i eK mausmes, mc. rvwn Aug 25 ua:uv.00 20w Faye ID:TE6gT te7mgvzQdQ23vu9aylas_ 3iRnlcQdTw8phY5GnMLOe5lvT7MORYk6OQbTGgykMu3 2-2.0 4-0-0 9-6-8 12-9-8 18-4-0 20-2-0 22-4-0 2-2-0 1-10-0 5-6-8 3-3-0 5-6-8 1-10-0 2-2-0 1 0 4x8 = 4x6 = Scale=1:40.2 7.00 12 3x6 i 3x6 3 6 4x6 i 2 7 14 13 12 11 10 6 5x5 = 4x4 = 48 = 5x5 = 1 I� 3x4 = 4x8 = 4x8 = 15 9 6x16 7."-5.00 12 9x22 M18SHS LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except` 1-15,2-15.7-9,8-9: 2x8 SP No.2 WEBS 2x4 SP No.3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.67 Vert(LL) 0.1010-12 >999 240 MT20 244/190 BC 0.49 Vert(TL) -0.18 10-12 >999 180 M18SHS 244/190 WB 0.66 Horz(TL) 0.13 9 n/a n/a (Matrix-M) Weight: 127 lb FT = 0% BRACING - TOP CHORD Structural woad sheathing directly applied or 3-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-5-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15=1228/0-8-0 (min. 0-1-8), 9=1228/0-8-0 (min. 0-1-8) Max Horz 15=329(LC 7) Max Uplift 15=-1077(LC 8), 9=-952(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown. TOP CHORD 2-3=2149/1427, 3-4=-1349/1031, 4-5=-1063/1039, 5-6=-1346/1032, 6-7=-2020/1509 BOT CHORD 2-15=-1071/788, 14-15=-314/391, 13-14=-1101/2056, 12-13=-421/1140, 11-12=-1166/1715, 10-11=-1166/1715, 9-10=-157/306, 7-9=-1050/764 WEBS 2-14=-1437/1897, 3-14=-11/275, 3-13=-947/700, 4-13=-127/297, 5-12=-133/310, 6-12=-824/765, 7-10=-1377/1849 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=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1077 lb uplift at joint 15 and 952 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard N 68182 a T OF : L41 �111111111�� FL Cert. 6634 August 25,2014 AWARM✓Y' -Vedtr dwign paFamen_rs and READ PA7ESGN7KSAMJNaUDED FfITEKREFEWY E PAGE 14II-7473 Tea 1/29/2014 @DUUUSE 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gvagable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 ifSeuthernPine 5P lumberisspetifted,thedesignvaluesaret:hoseeffettiveO6 01AU13hyALSC Job Truss Truss Type Qty Ply Labarbiera Res, T6487877 27379 C22 Hip 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MITeK Industries, Inc. Fn Aug 2212:53:OB 2014 F'age 1 ID:TE6gT_te?mgvzQdQ23vu9aylas_ nH7QHu6zPtfr24sUJrQpx?T_RZ9a18JBSwi9Hpyllg9 1-10-0 7-6-8 11-2-0 14-9-8 _, 20-6-0 22-4-0 1-10-0 - 5-8-8 3-7-8 3-7-8 5-8-8 1-10-0 4x6 = 3x4 = 4 4x6 = Scale = 1:38.5 12 4x8 = 3x4 = 4x8 = 83x6 II 3x4 = 3x4 = 3x6 I 1.'o 1-10 0 7-6-8 14-9-8 20-6-0 2 10 0 22-4-0 1-1 0-4- 5-8-8 7-3-0 5-8-8 0-4 1-6-0 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 CSI. DEFL. in (loc) I/defl L/d TC 0.73 Vert(LL) 0.05 9-11 >999 240 BC 0.42 Vert(TL) -0.13 9-11 >999 180 WB 0.33 Horz(TL) 0.02 8 n/a n/a (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 12=1228/0-8-0, 8=1228/0-8-0 Max Horz 12=276(LC 7) Max Uplift 1 2=-1 078(LC 8), 8=-953(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1214/932, 3-4=-930/949, 4-5=-930/958, 5-6=-1214/941 BOT CHORD 11-12=-231/444, 10-11=-624/1050, 9-10=-624/1050 WEBS 2-12=-1153/1122, 2-11=-466/777, 6-9=-474/777, 6-8=-1153/1054, 4-11=-285/299, 4-9=-285/299 PLATES GRIP MT20 244/190 Weight: 118 lb FT = 0% Structural wood sheathing directly applied or 4-6-10 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-5-15 oc bracing: 9-11. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1078 lb uplift at joint 1.2 and 953 lb uplift at joint 8. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4Y1Rtirhs -Verify design Parameters and READ M TES 0117WISAM IMUDED TdITEKREFERECE PASE HII-7473 rea 112912014BODAEUSE Design valid for use only with M71 ek 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 fabrication, quality control, storage, delivery, erection and bracing, (consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information gvailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 115outhernPine SF lumberisspecifi tl7edessigma[uesare thaseetfective06i0if2013byALSC rl FL Cert. 6634 August 25,2014 M!Tek` 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487878 27379 C23G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MiTek Industries, Inc. Fri Aug 22 12:53:09 2014 Page 1 ID:TE6gT_te?mgvzQdQ23vu9aylas= FUhoUE7bABnigEQgtZx2TD05LzU5mUcKhaVjpFyllg8 i 1-10-0 5-6-8 ' 11-2-0 16-9-8 , 20-6-0 _ 22-4-0 1-10-0 3-8-8 5-7-8 5-7-8 3-8-8 1-10-0 Scale = 1:38.6 41 4x8 = 3x6 11 48 = 3 20 21 22 4 23 24 5 13 3x4 3x4 3x4 = 3x6 11 3x4 = 3x8 == 3x4 = 3x6 11 = rl 1-10 5-6-8 11-2-0 16-9-8 20-6-0 2 10 0 22-4-0 3-8-8 5-7-8 5-7.8 3-8 1-6-0 Plate Offsets (X,Y)-- 13:0-5-8 0-2-01 f5:0-5-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.91 Vert(LL) 0.15 11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.46 Vert(TL) -0.14 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) -0.03 8 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 114 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except' TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins. 3-5: 2x4-SP No.1 BOT CHORD Rigid ceiling directly applied or 5-0-1 oc bracing. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer nstallation guide REACTIONS. (lb/size) 13=1572/0-8-0, 8=1560/0-8-0 Max Horz 13=203(LC 7) Max Uplift 13=-1778(LC 8), 8=-1624(LC 8) Max Grav 13=1640(LC 29), 8=1619(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1784/1815, 3-20=-2202/2453, 20-21=-2202/2453, 21-22=-2202/2453, 4-22=-2202/2453, 4-23=-2202/2453, 23-24=-2202/2453, 5-24=-2202/2453, 5-6=-1758/1797 BOT CHORD 12-25=-1397/1573, 25-26=-1397/1573, 26-27=-1397/1573, 11-27=-1397/1573, 10-11=-1297/1436, 10-28=-1297/1436, 28-29=-1297/1436, 9-29=-1297/1436 WEBS 3-11=-988/937, 4-11=-728/983, 5-11=-1025/967, 2-13=-1606/1716, 2-12=-1516/1563, 6-9=-1477/1543,6-8=-1581/1621 �It"If NOTES- Continued on page 2 ��Q� t t N V 1) Unbalanced roof live loads have been considered for this design. ©P.•�� •... • • �`� I� •• ��, 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. Ii; ,`� ♦♦ , .• G E N g 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 N( 68182 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. a 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 -p ; fit between the bottom chord and any other members. T F :: 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1778 lb uplift at joint 13 and 1624 lb uplift at (fj joint 8. 8) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. rs •, Q .� ♦♦ �j �. • �� 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 218 lbdown and 234 lb up at 5-6-8, ��, ss •'' • ' •' �� �� lb down and 234 34 1218 ���� jV Aj ,��� lbupat 2-8-12, and lbtdo n1 and 234 lb up at 14 8312b nd 218 lb downland 234 Ib up t316-9-8 on top chord, and 47 lb down '` �/► and 305 lb up at 5-6-8, 36 lb down and 24 lb up at 6-8-12, 36 lb down and 24 lb up at 8-8-12, 36 lb down and 24 lb up at 10-8-12, 36 lb down and 24 lb up at 12-8-12, and 36 lb down and 24 lb up at 14-8-12, and 247 lb down and 305 lb up at 16-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. FL Celt. 6634 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). August 25,2014 LOAD CASES Standard ®WARMN3—Verifpdesign Paramemrsand READ MTESOMTRISAMD INMMED MrTEKREFERENE PAGE 14II.7473 revs 3/29/2014119UREf15E ..... 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 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA zz2314. if5dlatherafPne�SP lumberissu�ifies the desmavaluesare tharseeffe-ctive0670112013bvAISG Tampa. FL 33610-4115 Job Truss Truss Type City Ply Labarbiera Res. T6487878 27379 C23G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 s.osu s dui n zuia mu eK muusmes, mc. rn ru9 ccrage a ID:TE6gT_te?mgvzQdQ23vu9aylas= FUhoUE7bABnigEQgtZx2TD05LzU5mUcKhaVjpFyllg8 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-90, 5-7=-90, 14-17=-20 Concentrated Loads (lb) Vert: 3=-41(B) 5=-41(B) 12=-173(B) 9=-173(B) 20=41(B) 21=-41(B) 22=-41(B) 23=41(B) 24=-41(B) 25=-8(B) 26=-B(B) 27=-8(B) 28=-8(B) 29=-8(B) AWAWAG -Wdlr design parameters and READ W7ES OM MMAND INaUbED MITEKREFERE&CE PAGE MIT-7473 rer. I/29/202482MEME r Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M1Tek• fabrication, quality control, storage, delivery, erection and bracing,'consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sa(ety Inlormation va able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610-4116 1f5nuthernfrill jlumberisspecified,thedesignvaluesarethaseeffective(�&A1/2013byAL3C Job Truss Truss Type Qty Ply Labarbiera Res. T6487879 27379 DO1 Common Supported Gable 1 1 Job Reference o (tonal East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Fri Aug 22 12:53:10 2014 Page 1 ID:TE6q_te?mgvzQdQ23vu9aylas_jgFAia8DxUvZ10?sRGTHOQZTTMwhV6LUwEEGMhyllg7 9-6-8 19-1-0 9-6-8 9-6-8 4x4 = 4x4 = 44 = 23 22 21 20 19 18 17 16 15 14 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 3x4 = 1x4 .II 1x4 II 1x4 II 1x4 II Scale = 1:38.5 Ia 17-7-0 1-6-0 Plate Offsets (X Y)-- 11:0-0-8 0-1-141 12:0-5-8 Edgel 112:0-5-8:Edoe1 113:0-0-8 0-1-141 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.12 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 14 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix) Weight: 98 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS. All bearings 16-1-0. (lb) - Max Horz 23=-329(LC 6) Max Uplift All uplift 100 Ito or less at joint(s) except 20=-246(LC 8), 21=-257(LC 8), 22=-213(LC 8), 23=-308(LC 8), 18=-249(LC 8), 16=-242(LC 8), 15=-271(LC 8), 14=-211(LC 9) Max Grav All reactions 250 lb or less atjoint(s) 21, 16 except 19=264(LC 1), 20=275(LC 13), 22=301(LC 13), 23=314(LC 14), 18=272(LC 14), 15=282(LC 14), 14=300(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-64/391, 7-8=-30/391 WEBS 6-20=-233/259, 5-21=-205/266, 2-23=-229/251, 8-18=-231/261, 9-16=-209/258, 10-15=-226/270 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=39ft; B=45ft; L=241t; eave=2ft; Cat. 11; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building 'designer as per ANSI/TPI 1. 4) Plates checked for a plus or minus 0 degree rotation about its, center. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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 246 lb uplift at joint 20, 257 lb uplift at joint 21, 213 lb uplift at joint 22, 308 lb uplift at joint 23, 249 lb uplift at joint 18, 242 lb uplift at joint 16, 271 lb uplift at joint 15 and 211 lb uplift at joint 14. 9) N/A 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WMM..V.1ifr design parameters and READ IM 7ES ON 7MSAND INCLUDED MrTiEKREFERE PAGE MIJ-7473 rex 1129120MBUOREUSE Design valid for use only with M7ek 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 fabrication, quality control, storage, delivery, erection and bracing,', consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information �vauable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. itsdutilerrtpine SPPPtumtrerisspeshied,theclaaanvaluesarethodeeffe�ctive46 112013 by AILSC N 68182 ® � 0 �:• T F :�� r � ��-/1111111 FL Cert. 6634 August 25,2014 11' Welk' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487880 27379 002 Common 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 S Jul 112014 viTeK Inauslrles, Inc. I-n Aug zz iz:b3:1u 2u14 Page 1 ID:TE6gT_te?mgvzQdQ23vu9aylas_ jgFAiaBDxUvZ10?sRGTHOQZOOMp4V2eUwEEGMhyllg7 5-0-1 9-6-8 14-0-15 17-4-0 5-0.1 4-6-7 4-6-7 3-3-1 4x4 = I-; 10 3x4 = 3x4 = 7 _ 3x4 = 3x8 5x5 = Scale = 1:36.4 1-6-0 -0. 9-6-8 17-4-0 1-6-0 -6- 7-6-8 7-9-8 Plate Offsets (X Y)-- I7:0-2-8 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.44 Vert(LL) -0.08 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.54 Vert(TL) -0.20 7-9 >933 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 94 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1069/1-0-0, 7=822/0-8-0 Max Horz 10=403(LC 7) Max Uplift 10=-967(LC 8), 7=-633(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-252/120, 3-4=-784/707, 4-5=-785/708 BOT CHORD 1-10=-64/266, 9-10=-400/820, 8-9=-477/704, 7-8=-477/704 WEBS 4-9=-286/325, 2-10=-201/298, 5-9=-269/369, 5-7=-884/699, 3-10=-1002/886, 3-9=-217/278 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=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gripDOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. ,,� OQ.�••.••••., F��ej' ♦ , E N SF•' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦° •' �.`G 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 N 68182 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing; plate capable of withstanding 967 lb uplift at joint 10 and 633 lb uplift at _ joint 7. = ' 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T F 00 FL Cert. 6634 August 25,2014 WAWNG-4'erifp design parameters and READ M97ES ON Nf2SAM ZRt WED HITEKREFEREM.EPAGENZZ-7,173.x 112912014BECREWE r 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 pk q'T��• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tl V' 1 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 vaable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA zz2314. Tampa, FL 336104115 if Saruthem ll'mew' lumber is speslfiedf the design values are thtsse, effective 015j01f2013 b17 AL:SC Job Truss Truss Type Qty Ply Labarbiera Res. T6487881 27379 D03 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 r.aau s t i 120 u mI. « w ryen u.uunu., w. F. i Aug tZ.— i , <w,. Gaya , ID:TE6gT_te?mgvzQdQ23vu9aylas= BspYvw8rio1 QvYa2_WZe5UdmApEU_d8u_qu8yl Iq6 5-0-1 9-6-8 15-3-0 l 16-6-8 i 5-0-1 4-6-7 5-8-8 1-3-8 1 6 4x6 = Scale = 1:38.0 10 3x4 = 3x4 = 7 3x4 = 3x8 = 5x5 = i 1-6-0 7-10-5 9-6-8 15-3-0 18-6-8 i 1-6.0 6-4-5 1-8-3 5-8-8 1-3-8 Plate Offsets (X Y)-- 17:0-2-8 0-2-121 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 " Rep Stress Incr YES BCDL 10.0 Code FBC2010ITP12007 CSI. DEFL. in (loc) I/deft Ud TC 0.73 Vert(LL) -0.06 9-10 >999 240 BC 0.51 Vert(TL) -0.15 9-10 >999 180 WB 0.34 Horz(TL) 0.02 7 n/a n/a (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 7=803/0-8-0, 1 0=1 000/0-8-0 Max Horz 10=457(LC 7) Max Uplift7=-627(LC 8), 10=-883(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-756/686, 4-5=-780/653 BOT CHORD 9-10=-495/865, 8-9=-293/418, 7-8=-293/418 WEBS 2-10=-227/356, 4-9=-173/282, 3-9=-297/351, 3-10=-884/779, 5-9=-128/275, 5-7=-906/847 PLATES GRIP MT20 244/190 Weight: 91 lb FT = 0% Structural wood sheathing directly applied or 4-11-0 oc purlins, except end verticals. Rigid ceiling directly applied or8-4-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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=39ft; B=45ft; L=24ft; eave=4ft; 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 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 627 lb uplift at joint 7 and 883 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N Wi1R,Y ir.-6'erlfy design parameters and RUD Ado TES GA TN16,M fAWDED MfTEKREF€RENICS PAS Mll-7473 ror. 112912014ann2uvm 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 permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informailon va able from Truss Plate Institute, 781 N. Lee SfreeL Suite 312, Alexandria, VA110112013 2314. IfSnu eratPirteiSlp,:lumberisspeiifiedi,thedesign LuesarethuSesffectiu Q6 0 120i3byAL5C °AGO IN �,�•°° ���•�,� G•E N i N 68182 .f® :�• T F w` a `� % FL Cert. 6634 August 25,2014 MTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487882 27379 D04 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 r.osu s Jul I i zu'l4 Mir eK inousmes, mc. rn Aug zz zul4 rage i ID:TE6gT_te?mgvzQdQ23vu9aylas= g3Nx6G9TT69HXh9FYhV15rekuAWJzx2nNXjNQayllg5 5-0.1 9-6-8 i 13-3-0 i 16-6-8 5-0.1 4-6-7 3-5-8 3-3-8 1 di 44 = 3x4 = -". US = Vim' — 5x5 = 1-60 1 10 0 7-6-8 9-6-8 13-3-0 16-6-8 1-6-0 0-4- 5-8-8 2-0.0 3-8-8 3-3-8 Scale = 1:37.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.44 Vert(LL) -0.05 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.49 Vert(TL) -0.14 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2010ffP12007 (Matrix-M) Weight: 94 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 7=790/Mechanical, 10=1014/0-8-0 Max Horz 10=511(LC 7) Max Uplift7=-623(LC 8), 10=-898(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=733/650, 4-5=-699/663 BOT CHORD 9-10=-521/824, 8-9=-359/559, 7-8=-359/559 WEBS 2-10=-208/313, 4-9=-258/297, 3-9=-264/338, 3-10=-924/814, 5-7=-807/678 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=39ft; B=45ft; L=24ft; eave=4ft; 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 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 623 lb uplift at joint 7 and 898 lb uplift at joint 10. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. rrrrrQU I N''VF i N 68182 � b 13 ' T O F •• J* I�i�sS O N A�•- E�C? �� ���n�t�rrrr FL Cert. 6634 August 25,2014 ® wARM✓r. -verify design paramemrs and REM M TES CN MISAW IKaUDED MITEKREFEREMZ PAGE Mrl-7473 mK 112912014 BDUW USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p p'-p��• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding � V� 9 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 va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 tiSnuthernPine Sp�lumber isslresified, the design aaluesarethese effect iveQ6 01P013byAL5C Job Truss Truss Type Qty Ply Labarblera Res, T6487883 27379 E01G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 r.oau s dui n zusq mi i ek mausmes, in, rn Aug 22 icoa Jo 26 w rage i ID:TE6gT to?mgvzQdQ23vu9aylas= BFxJKcA5EPH89rkR6P0_e3BugavWiNiwcBTwyOyllg4 2-1-0 8-a0 , 1a0-0 12-0-0 15-6-0 , 17-7-0� 2-1-0 2-5-0 3-6-0 2-0-0 2-0-0 3-6-0 2-1-0 Scale = 1:39.1 (+) Top chord must be braced by end jacks, 4x4 = roof diaphragm, or properly connected purlins as shown. 30 7 1x4 II 31 1x4 II 5x18 M18SHS Z- 5x18 M18SH0 &15 5 90 �15 I� 29 f-1 32 3 7.00 12 6 (+) 8 3x4 = 5x8 = 3x6 i 1x4 1XI= 1x4 ll 11 2 22 N 1 1 Ia 41 16 23 24 25 15 26 14 27 28 13 12 17 II 3x4 = 3x8 = 3x4 = 3x4 = 2x4 I I 3x4 = 3x6 1-9-0 2 1- 4-6-0 10-0-0 15-6-0 17-7-0 1-9-0 a4- 2-1 5-6-0 5-GO 2-1-0 Plate Offsets (X Y)-- f1:0-0-13 0-0-21 f3:0-2-4 0-1-81 f10:0-2-4 0-1-81 f11:0-6-8.Edoe1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.51 Vert(LL) 0.04 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.30 Vert(TL) -0.05 15-16 >999 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.39 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 118 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 6, 4, 8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17=906/0-8-0, 22=589/0-3-0 Max Horz 17=352(LC 7) Max Uplift 17=1415(LC 8), 22=-1028(LC 8) Max Grav 17=1122(LC 39), 22=890(LC 38) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-917/1080, 3-4=-377/569, 4-6=-377/569, 6-8=-377/569, 8-10=-377/569, 10-11=-778/936, 3-29=-639/616, 5-29=-528/609, 5-30=-559/740, 7-30=-479/739, 7-31=-487/747, 9-31=-567/748, 9-32=-573/616, 10-32=-645/619 BOT CHORD 16-17=-345/279, 16-23=-924/1009, 23-24=-924/1009, 24-25=-924/1009, 15-25=-924/1009, 15-26=-812/769, 14-26=-812/769, 14-27=-812/769, 27-28=-812/769, 13-28=-812/769 WEBS 11-13=-819/737, 2-17=-1077/1306, 2-16=-1107/946, t N 6-76-424/28908119=-1175/251352, ,`,`�Q NOTES- , G E N SF•` 1) Unbalanced roof live loads have been considered for this design. ♦♦ •`• V� �� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. II; N 68182 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. �� ' T O F 6) This truss has been designed fora 10.0 psf bottom chord live:load nonconcurrent with any other live loads. Q •. ((� �•. 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 00. P .' ♦♦ fit between the bottom chord and any other members. 8) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ©•'•` ♦♦ stS ' • •< ` �, 4*of bearing surface.�� ',�� �1111111101 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1415 lb uplift at joint 17 and 1028 lb uplift at joint 22. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. FL Cert. 6634 August 25,2014 Continued on page 2 AWARKM -Verify design parameters and READ AC TES CM 78ISAND INCLUDED t4ITEKREFERENCE PAGE MII.7473. r, 1/29/201d BEFUMUSE Design valid for use only with MiTek connectors. This design is basedlonly 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 MOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 f4. Lee Street, Suite 312, Alexandria, VA 2314. 1f Southern �ne7SF lumber, is apart#ied, the d estgn values are three ef%tive Q6j�O1(�id313 by ALrSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487883 27379 E01G Hip Girder 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34948 n.y am 1<.—Io 4u;» rayo n ID:TE6gT te?mgvzQdQ23vu9aylas_-BFxJKcA5EPH89rkR6P0_e3BugavWiNiwcBTwyOyllg4 NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 76 Ib down and 168 Ib up at 5-0-15, 169 Ib down and 184 Ib up at 7-6-4, 169 Ib down and 184 Ib up at 9-6-4, 169 Ib down and 184 Ib up at 11-6-4, and 169 Ib down and 184 Ib up at 13-6-4, and 169 Ib down and 184 Ib up at 14-11-1 on top chord, and 252 Ib down and 270 Ib up at 4-6-0, 24 Ib down and 29 Ib up at 5-6-4, 24 Ib down and 29 Ib up at 7-6-4, 24 Ib down and 29 Ib up at 9-6-4, 24 Ib down and 29 Ib up at 11-6-4. 24 Ib down and 29 Ib up at 13-6-4, and 24 Ib down and 29 Ib up at 14-5-12, and 252 Ib down and 270 Ib up at 15-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=90, 10-11=-90, 12-19=-20, 3-7=-90, 7-10=-90 Concentrated Loads (lb) Vert: 3=21(B) 10=21(B) 16=75(B) 13=75(B) 23=19(B) 24=19(B) 25=19(B) 26=19(B) 27=19(B) 28=19(B) 29=21(B) 30=21(B) 31=21(B) 32=21(B) AWARMN' -1 edfr design parameters and READ M7ES ON MrSAh41INCLUDED MrTfKIKEFEREACEPAGE HN-1473 re v. J12912014 BfMRE USE �!� • Design valid for use only with ANTek connectors. This design Is based only upon parameters shown, and 1s 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 A erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mle 1e fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormation va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 ifSaurhernFSne SP lumberisspetified thadesignvaluesare thl5seeffective0610112013byALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487884 27379 F01G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 r.osu s uw i i zuiv mi i ex muusmes, Inc. Fri Hug — iz:w_ in — w rage _i ID:TE6gT_te?mgvzQdQ23vu9aylas_ cRVhXyBj?jF_m?Jdg6XDAGj2N_DhRog4grCUVSyllg3 1-10-0 4-2-0 7-6-0 9-4-0 12-8-0 15-0-0 i 16-10-0 ' 1' 1� 3-4-0 1-10-0 3-40 2-4-0 1-10-0 48 = 4x4 = Scale = 1:31.0 7.00 F12 3x6 i 3x6 3 6 3x6 3x6 h 2 7 4 11 8 4x8 = 4 12 4x8 = Id 3x= 3x8 = 15 10 3x4 = 16 5x5 = 9 3x4 2x4 I I 2x4 II 5x5 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.33 TC 0.57 TCDL 15.0 Lumber Increase 1.33 BC 0.37 BCLL 0.0 ` Rep Stress Incr NO WB 0.53 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except` 3-15,6-10: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 16=1447/0-8-0, 9=1447/0-8-0 Max Horz 16=-275(LC 6) Max Uplift 16=-1615(LC 8). 9=-1484(LC 8) Max Grav 16=1461(LC 32), 9=1460(LC 31) DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.08 13 >999 240 MT20 244/190 Vert(TL)-0.0713-14 >999 180 Horz(TL) -0.05 9 n/a n/a Weight: 101 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-1-10 oc bracing. 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 1-2=-250/226, 2-3=-1754/1666, 3-4=-1780/1951, 4-5=-1491/1802, 5-6=-1782/1960, 6-7=-1675/1710 BOT CHORD 1-16=-299/358, 3-14=-323/420, 13-14=-1304/1708, 12-13=-1311/1618, 11-12=-1343/1446, 6-11=-305/389, 8-9=-303/287 WEBS 3-13=-535/422, 4-13=-572/594, 5-12=-590/5981, 6-12=-483/469, 2-16=-1403/1414, 14-16=-363/361, 2-14=-1547/1620, 7-9=-1338/1367, 9-11=-240/290, 7-11=-1506/1543 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=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11, Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever leftland 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 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1615 lb uplift at joint 16 and 1484 lb uplift at joint 9. 8) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 261 lb down and 288 lb up at 7-6-0, and 261 lb down and 288 lb up at 9-4-0 on top chord, and 516 lb down and 634 lb up at 7-6-0, and 516 lb down and 634 lb up at 9-3-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard A W 1RKM -V dfp design paramemrs and AM M 7ES GN 7HZSAND IF£U1fDED MITEKIZEFEREME PAGE MZZ-7423 rc a 1129120268FFY7REl15E 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 permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterla, DSB-89 and BCSI Building Component Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. tf54auttrerrrPrineISP lumberisspecifiie the dazignuaTuesare tltaseeffective 0£1401(22013byALSC ``,tQ� t N fill,, N 68182 r � T F 4L/ FL Cert. 6634 August 25,2014 rare MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6467884 27379 F01G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34945 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 4-5=-90, 5-8=-90, 15-17=-20, 11-14=-20, 10-20=-20 Concentrated Loads (lb) Vert: 4=-90(F) 5=-90(F) 13=-432(F) 12=-432(F) i.osu s sui i i zui4 mu eK mausmes, inc. rn Aug zz -iz:os: iq zui4 rage z ID:TE6gT_te?mgvzQdQ23vu9aylas= cRVhXyBj?jP_m?Jdg6XDAGj2N_DhRog4grCUVSyllg3 I W4RMMi-t'edfy design yaramears and READ IM 7ESGN 7HZSAM@ TM7.uDED MITEKREFERENCE PAGE MFl-7413.. JV291ZD14AUGREUSE 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 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality gcontrol, storage, delivery, erection and bracing, consult ANSI/TPIT Quality CCriteria, DSB-89 and BCSI Building Component If tNINO an {tojTnke tall tumtrer is es fi led Me desN.iznevatu� areith Alexandria, eiffe rt ve U6(0112013 by AL5C Not MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487885 27379 F02 Roof Special 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:53:15 2014 Page 1 I D:TE6gT_to7mgvzQdQ23vu9aylas_-4e231HBMm1 Xr09ugDp2SjUGF4NUmAJtD3Vyl I vyllg2 4-2-0 8-5.0 12-8-0 15-0-0 16-10-0 4-2-0 4-3-0 4-3-0 2-4-0 1-10-0 4x6 Scale = 1:35.1 / I I 3x4 = US II 3x4 = 3x4 = - LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC201 O/TP12007 CSI. TC 0.45 BC 0.70 WB 0.28 (Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) -0.20 10-11 >798 240 Vert(TL) -0.53 10-11 >298 180 Horz(TL) 0.08 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 87 lb FT = 0% LUMBER- TOP CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-101oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 10-11. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stallatio u'de REACTIONS. (lb/size) 13=926/0-8-0, 8=926/0-8-0 Max Horz 13=307(LC 7) Max Uplift 1 3=-844(LC 8), 8=-715(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-323/305, 2-3=-597/478, 3-4=-993/863, 4-5=-926/905, 5-6=-597/512, 6-7=-181/305 BOT CHORD 1-13=-241/555, 12-13=-344/292, 11-12=-295/274, 3-11=-512/519, 10-11=-97/543, 9-10=-295/243, 5-10=490/524, 7-8=-274/416 WEBS 4-10=-371/477, 4-11=-319/525, 2-12=-588/783, 2-13=-948/790, 6-9=-543/783, 6-8=-948/729 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=39ft; B=45ft; L=24ft; eave=4ft; 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) Plates checked for a plus or minus 0 degree rotation about its, center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 844 lb uplift at joint 13 and 715 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARMAB -yedfr design parameters and READ A07E.S DNTNISAND INatMED MITEKREFERE7KM A46E MII-7473 rc v. J/0/20i@871i7MME 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 fobricafion,.quality control, storage, delivery, erection and bracing. consult ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information gvat a9}1ble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. if Satfattsrfl tT ne gSF lumkler is si#trot t Yhe€lasi n uafises ors thv�r etie five 05 f Q13 hVALSC rrrIIIIfill, i N 68182 I��rnrurr �FL Ced. 6634 August 25,2014 MiTek* 6904 Parke East Blvd. Tampa, FL 33610-4116 Job Truss Truss Type Qty Ply Res. T6487886 27379 F03 Common 8 1 �Labarbiera Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MTek Industnes, Inc. Mon Aug 25 09:07:37 2014 Pagel ID:TE6gT_te?mgvzQdQ23vu9aylas_ vlYug_LM1nAFG_IgbFigadr3GDffBWuWygcOKyykMra 441515 85-0 14-8-0 4-5-5-5-5 3-11-11 6-3-0 5x6 = Scale: 3/8"=1' 3x4 = 9 3x4 = 3x4 = 3x4 = 3x4 = 1-6-0 1 10 6-5-0 -8-0 1-0-0 -4- 6-7-0 6-3-0 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010ITP12007 CSI. DEFL. in (loc) Vdefl Ud TC 0.74 Vert(LL) -0.03 8-9 >999 240 BC 0.35 Vert(TL) -0.08 8-9 >999 180 WB 0.42 Horz(TL) 0.02 14, nla n/a (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=914/0-8-0 (min. 0-1-8), 14=652/0-3-0 (min. 0-1-8) Max Horz 9=320(LC 7) Max Uplift 9=-828(LC 8), 14=-507(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-631/572, 4-5=-485/552, 6-10=-21/318, 5-10=-21/318 BOT CHORD 8-9=-367/658, 7-8=-188/504, 6-7=-188/504 WEBS 4-8=-62/256, 3-9=-802/697, 2-9=-187/288, 4-6=-407/79 PLATES GRIP MT20 244/190 Weight: 80 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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=39ft; B=45ft; L=24ft; eave=4ft; Cat: 11; 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing iplate capable of withstanding 828 lb uplift at joint 9 and 507 lb uplift at joint 14. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ♦�``` O t N raj/ 1''�� i N 68182 �� • T F : 4i/ oe FL Cert. 6634 August 25,2014 AWARMM; • 4'eriff design Parame2rs gad READ Na 7ES CN MrS AND INZ LIDED MITFICREPEREttIE PAGE MI7-74" raK J129/20MBOOREUSE Design valid for use only with M7ek 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 responsibillify of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/11`I1 Qualify 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. liSouthernpine�SPv lum erisslxasified,thedesignvaluesarethoseeffective06101/2013byALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487887 27379 FG1 FLAT GIRDER 1 e� 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 -YgcRyclC_XKfiOJTOnXZh GhoH bnyivh KM 19haZLyl Iq 1 ID:TE(]iqT_te?mq,�Gv. 241. 1 2 7x6 = 3x10 II 44 II 3x6 = Scale = 1:33.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.97 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.14 Vert(TL) -0.00 3-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 67 lb FT = 0% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=433/Mechanical, 3=433/Mechanical Max Horz 4=1583(LC 4) Max Uplift4=-6543(LC 5), 3=-6543(LC 4) Max Grav 4=6925(LC 4), 3=6925(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=6918/6550, 1-5=-1583/1583, 2-3=-3300/2932 BOT CHORD 3-4=-1583/1583 WEBS 1-3=-3949/3949 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; 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 4) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 9) Provide metal plate or equivalent at bearing(s) 4, 3 to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6543 lb uplift at joint 4 and 6543 lb uplift at joint 3. 11) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1583 lb left and 1583 lb right at 1-4-0, and 3116 lb down and 3116 lb up at 0-1-12, and 3116 lb down and 3116 lb up at 2-6-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard FL Cert. 6634 August 25,2014 Continued on page 2 ® WARMN' - Vedfy deriga parsmzrers and RE4D iM 7ES Cff 7NISAIVD ZNaUDEB t4ITEKPXFEREfCErMGE MI7-M73 . r. 1/291202JBDTaUtISE 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 responsibillily of the IVIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing; consult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 115nutheznPine�SF funiberissp rCMed,.thedesignualutsaTethtmeeffective0f 01/2013byALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487667 27379 FG1 FLAT GIRDER 1 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-345, 3-4=-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-330, 3-4=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 r.osu s dui i i zu 14 miter, inausmes, in, Fri Aug zz iz.00: io za iv ragez ID:TE6gT_te?mgvzQdQ23vu9aylas_ YgcRydC_XKfiOJTOnXZhGhoHbnyivhKMl9haZLyllgl Uniform Loads (plf) Vert: 1-2=-285, 3-4=40 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-155, 3-4=-6 Concentrated Loads (lb) Vert: 2=3116 1=-3116 Horz: 5=-1583 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-155, 3-4=-6 Concentrated Loads (lb) Vert: 2=-3116 1=3116 Horz: 5=1583 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-287, 3-4=-20 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-287, 3-4=-20 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-163, 3-4=-6 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-206, 3-4=-6 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-287, 3-4=-20 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-287, 3-4=-20 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-2=-285, 3-4=-20 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-332, 3-4=-20 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-332, 3-4=-20 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg., Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-332, 3-4=-20 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-332. 3-4=-20 Q4 WARNW. of design ammeters and READ MYOff orati fAUWED MPTEKREFEREArE PAGE MU-7473 as- 112912011 BFP17MME P r9 d Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applicability g p proper p 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 responsiblllity of the �e,• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M`TBl fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information 7vauable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 lf5outhetnR leg.SF}lumberisspecifie€f the designualuesare theseeffectiv Q6}�OYf2ta1?tFyAt�C Job Truss Truss Type Qty Ply Labarbiera Res. T6487688 27379 FG2 FLAT GIRDER 1 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 0 0 7.530 s Jul 112014 MITeK Industries, Inc. Fri Aug 2212:53:15 2014 Page 1 ID:TE6gl_te?mgvzQdQ23vu9aylas= YgcRydC_XKfiOJTOnXZhGhoJmnyivk?Ml9haZLyllg1 2-8-0 1 7x6 _ 2 5 3x10 II 4 06 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.33 TC 0.84 TCDL 15.0 Lumber Increase 1.33 BC 0.14 BCLL 0.0 " Rep Stress Incr NO WB 0.42 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) 3x6 = DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.00 4 >999 240 MT20 244/190 Vert(TL) -0.00 3-4 >999 180 Horz(TL) -0.00 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=876/Mechanical, 3=768/Mechanical Max Horz 4=1583(LC 4) Max Uplift4=-5608(LC 5), 3=-5515(LC 4) Max Grav 4=5234(LC 4), 3=5327(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-5227/5616, 1-5=-1583/1583, 2-3=-3015/3217 BOT CHORD 3-4=-1583/1583 WEBS 1-3=-2796/2796 Scale = 1:22.7 Weight: 50 lb FT = 0% Structural wood sheathing directly applied or 2-8-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; 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 4) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 9) Provide metal plate or equivalent at bearing(s) 4, 3 to support, reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5608 lb uplift at joint 4 and 5515 lb uplift at joint 3. 11) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 777 lb down and 664 lb up and 1583 lb left and 1583 lb right at 1-2-0, and 3116 lb down and 3116 lb up at 0-1-12, and 3116 lb down and 3116 lb up at 2-6-4 on to. chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard &I%,1RW?r. -Yedfy de3ign paramaier5 and BEAD N67ESON TNP6JIMJ 1AUU0ED MfTEKREFERENCEA4GEMYI-7473 rex 1JF9J202d8ffi7HEUSE Design valid for use only with Welk 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 fabrication, quality control, storage, delivery, erection and bracing„consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1f5auttrerflP"u4e�5P 1umfTerisspeci#iect, the xfezign+�ealuesare tfroseeffestivei VA FL Cert. 6634 August 25,2014 NiiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qly Ply Labarbiera Res. T6487888 27379 FG2 FLATGIRDER 1 2 Job Reference 0 tional East Coast Truss, Fort Pierce, FL. 34945 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-345, 3-4=-20 Concentrated Loads (lb) Vert:5=-777 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-330, 3-4=-20 Concentrated Loads (lb) Vert: 5=-671 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-285, 3-4=40 Concentrated Loads (lb) Vert: 5=494 4) Dead +0.6 MWFRS Wind (Pos. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-155, 3-4=-6 Concentrated Loads (lb) Vert: 2=3116 1=-3116 5=664 Horz: 5=-1583 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-155, 3-4=-6 Concentrated Loads (lb) Vert: 2=-3116 1 =3116 5=664 Horz:5=1583 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-287, 3-4=-20 Concentrated Loads (lb) Vert: 5=470 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-287, 3-4=-20 Concentrated Loads (lb) Vert:5=-470 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-163, 3-4=-6 Concentrated Loads (lb) Vert:5=606 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-206, 3-4=-6 Concentrated Loads (lb) Vert:5=304 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-287, 3-4=-20 Concentrated Loads (lb) Vert: 5=470 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-287, 3-4=-20 Concentrated Loads (lb) Vert:5=-470 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-2=-285, 3-4=-20 Concentrated Loads (lb) Vert:5=-353 ,.asu sam iI—u miiertmausmes, ura. rn nug"--io eaw-9y c I D:TE6gT_te?mgvzQdQ23vu9aylas_-ygcRydC_XKfiOJTOnXZhG hoJ mnyivk?M I9haZLyl Iq1 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-332, 3-4=-20 Concentrated Loads (lb) Vert: 5=-759 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-332, 3-4=-20 Concentrated Loads (lb) Vert: 5=-759 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-332, 3-4=-20 Continued on Dace 3 ®WARN3Ars-Verifydesign Daramewra and Rb1D M TESGN MrSAM InaUDED MITEKREFEREKlE MGE M31-7473 rt r. 11291201dBFF I15E r Design valid for use only with Wek 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 MOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 7Y� f fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 tJ. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 11 Sv utlrern P`ine�fiF� lumber i3 spetifi ed, Um design values are those effective 06110i/2013, byALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487888 27379 FG2 FLAT GIRDER 1 �f 2 Job Reference (optional) East coast truss, FOR mefce, FL. "A'446 - ID:TE6gT_te?mgvzQdQ23vu9aylas_ YgcRydC_XKfiOJTOnXZhGhoJmnyivk?Ml9haZLyllg1 LOAD CASE(S) Standard Concentrated Loads (lb) Vert:5=-759 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-332, 3-4=-20 Concentrated Loads (lb) Vert: 5=-759 AWAPWM, -V dfr design Faramemrs and READ h07ES CfI 7NISAIM INaUDEO MIVKREFEREAC EFACE MIX-7473 ter. 1129/20M BB20MUSE ■■■■ Design valid for use only with Wek 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 my is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Mire k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1fSauihemPine�SR�lumberissperified,thedesignvaluesareth effective46�011201SbyALSC Job Truss Truss Type Qty Ply Labarblera Res. T6487889 27379 FG3 FLAT GIRDER 1 2 Job Reference (optional) East Coast Truss, Fort Plerce, FL. 3494b (.DSu 5 Jul -I 1 ­4 IVII I - InUUJIIICJ, 19- rl l r 9 — rage ID:TE6gT_te?mgvzQdQ23vu9aylas= OOAgAzDclenZdT2CLE5xovLVYBIxeBgWXpR86nyllgO i 2.8-0 i 2-8-0 __ 2 1 7x6 5 3x10 II 3x4 = i 2-8.0 2-8-0 Plate Offsets (X Y)-- (1:0-3-0 0-4-121 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC201 O/TPI2007 REACTIONS. (lb/size) 4=610/Mechanical, 3=566/Mechanical Max Horz 4=1583(LC 4) Max Uplift4=-5158(LC 5), 3=-5121(LC 4) Max Grav 4=5240(LC 4), 3=5277(LC 5) 3x6 = CSI. DEFL. in (loc) I/deft L/d TC 0.77 Vert(LL) -0.00 4 >999 240 BC 0.14 Vert(TL) -0.00 3-4 >999 180 WB 0.39 Horz(TL) -0.00 3 n/a n/a (Matrix-M) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-5232/5165, 1-5=-1583/1583, 2-3=-3187/3045 BOT CHORD 3-4=1583/1583 WEBS 1-3=-2616/2616 Scale = 1:21.0 PLATES GRIP MT20 244/190 Weight: 47 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever Ieft;and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 9) Provide metal plate or equivalent at bearing(s) 4, 3 to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5158 lb uplift at joint 4 and 5121 lb uplift at joint 3. 11) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 309 lb down and 264 lb up and 1583 lb left and 1583 lb right at 1-2-0, and 3116 lb down and 3116 lb up at 0-1-12, and 3116 lb down and 3116 lb up at 2-6-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard & wAmAa -YedP design parameters and HEAD MTES QN TNISAW ZAMUSED HfTEKAEFEREN M AAGE NIZ-7473 m r 112912024&ffMUSE Design valid for use only wit!) 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 permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. tf 5a uttTeTrt Pine SF lumber is s,)Sesifiedl, The design Values are 1 fTZSe effeeTJve QS1111 f ! 013 by ALSC %,p,Q� I N �����P•�G•ENS•<����. N 68182 i :�• T OF :•14/" //llllll// FL Cert. 6634 August 25,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4116 Job Truss Truss Type Qty Ply Labarbiera Res. T6487889 27379 FG3 FLATGIRDER 1 �f 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 r.wusuui rieuiv rvuien niuuauiea, n,u, uy cc rcaa.ir cuiv rayoc ID:TE6gT_te?mgvzQdQ23vu9aylas_ OOAgAzDclenZdT2CLE5xovLVYBIxeBgWXpR86nyllgO LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-345, 3-4=-20 Concentrated Loads (lb) Vert: 5=-309 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-330, 3-4=-20 Concentrated Loads (lb) Vert: 5=-267 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-285, 3-4=40 Concentrated Loads (lb) Vert: 5=-197 4) Dead + 0.6 MWFRS Wind (Pos. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-155, 3-4=-6 Concentrated Loads (lb) Vert: 2=3116 1=-3116 5=264 Horz: 5=-1583 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-155, 3-4=-6 Concentrated Loads (lb) Vert: 2=-3116 1=3116 5=264 Horz: 5=1583 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-287, 3-4=-20 Concentrated Loads (lb) Vert: 5=-187 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-287, 3-4=-20 Concentrated Loads (lb) Vert: 5=-187 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-163, 3-4=-6 Concentrated Loads (lb) Vert: 5=241 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-206, 3-4=-6 Concentrated Loads (lb) Vert: 5=121 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-287, 3-4=-20 Concentrated Loads (lb) Vert: 5=-187 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-287, 3-4=-20 Concentrated Loads (lb) Vert: 5=-187 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-2=-285, 3-4=-20 Concentrated Loads (lb) Vert: 5=-140 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-332, 3-4=-20 Concentrated Loads (lb) Vert: 5=-302 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-332, 3-4=-20 Concentrated Loads (lb) Vert: 5=-302 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=332, 3-4=-20 Continued on Paqe 3 ®WARNIN3-Vedfydesignparametersand READ AYJWON71USAND MaUDED MITEKREEEREMEM.GE74I1-7473 rer..1/29/20MEMN ME ■■■■• Design valid for use only with Wek 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 �y f� iTek` 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 iVl fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormation va'uable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 lf5autlerItPine SRplumber isspetifmd': the design values are thW3eeftectiu 01/2013byAL'SC Job Truss Truss Type Qty Ply Labarbiera Res. T6487889 27379 FG3 FLAT GIRDER 1 2 Job Reference (optional) East Coast I runs, I-orl Ylerce, rL. a4v4o ID:TE6q-rte?mgvzQdQ23vu9aylas--OOAgAzDclenZdT2CLE5xovLVYBlxeBgWXpR86nyllgO LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=-302 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-332, 3-4=-20 Concentrated Loads (lb) Vert:5=-302 ®Wl"Ar. •Verify design parameters and FM ht77ES ON 7WSAND INCLUDED H17EKMFEREME PAGE 14II-7473 rea 1/24/20MBEF69EIAE 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 �L 1� is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iViiTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vaable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 222314. Tampa, FL 33610-4115 If rvuttrem P me�SF'� lumber is sgerified, the design values are ttrDse effective 05Aij20i3 by ALSC Job Truss Truss Type Qty Ply Labarbiera Res. T6487890 27379 FG4 FLAT GIRDER 1 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34945 1 7x6 4 3x6 11 2-8-0 2-8.0 2-8-0 i.aau s um ii zuw mi i eK mausmes, mc. rn Hug — r z . raga s ID:TE6gT_le7mgvzQdQ23vu9aylas_-OOAgAzDclenZdT2CLE5xovLWcB IxeCGWXpR86nyllgO 3x6 = Scale = 1:18.4 Plate Offsets (X.Y)— 11:0-3-0 0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.76 Vert(LL) -0.00 4 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.14 Vert(TL) -0.00 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 43 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=969/Mechanical, 3=837/Mechanical Max Horz 4=1583(LC 4) Max Uplift 4=-5132(LC 5), 3=-5019(LC 4) Max Grav 4=4599(LC 4), 3=4712(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-4592/5139, 1-5=-1583/1583, 2-3=-2955/3277 BOT CHORD 3-4=-1583/1583 WEBS 1-3=-2359/2359 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "&') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; 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 4) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 9) Provide metal plate or equivalent at bearing(s) 4, 3 to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5132 lb uplift at joint 4 and 5019 lb uplift at joint 3. 11) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 939 lb down and 802 lb up and 1583 lb left and 1583 lb right at 1-2-0, and 3116 lb down and 3116 lb up at 0-1-12, and 3116 lb down and 3116 lb up at 2-6-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on Dace 2 FL Cert. 6634 August 25,2014 ®WARM-Ve,ifr design Parame W. and READ ACUSONTMSAW XAMDED NZY MREFEREME PAGE MII-1473 rer. 1/29/IDid8ff0AE115E 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 M�Tek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I7 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Sirdet Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 If SouthernPine�SPplumberisspecified,the,designvaluesarethtf�eeffective 6�0112013byALSO Job Truss Truss Type Qty Ply Labarbiera Res. T6487890 27379 FG4 FLAT GIRDER 1 n L Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.530 s JUI 11 2014 MIT eK Inaustrles, Inc. 1-r1 AUg 22 12:b3:1 f 2U14 Fage "2 ID:TE6gT_te?mgvzQdQ23vu9aylas= OOAgAzDclenZdT2CLE5xovLWcBlxeCGWXpR86nyIIgO LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-345, 3-4=-20 Concentrated Loads (lb) Vert: 5=-939 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-330, 3-4=-20 Concentrated Loads (lb) Vert: 5=-811 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-285, 3-4=40 Concentrated Loads (lb) Vert: 5=-598 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=155, 3-4=-6 Concentrated Loads (lb) Vert: 2=3116 1=-3116 5=802 Horz: 5=-1583 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=155, 3-4=-6 Concentrated Loads (lb) Vert:2=-3116 1=3116 5=802 Horz: 5=1583 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-287, 3-4=-20 Concentrated Loads (lb) Vert: 5=-568 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-287, 3-4=-20 Concentrated Loads (lb) Vert: 5=-568 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-163, 3-4=-6 Concentrated Loads (lb) Vert:5=732 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-206, 3-4=-6 Concentrated Loads (lb) Vert: 5=368 10) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-287, 3-4=-20 Concentrated Loads (lb) Vert: 5=-568 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-287, 3-4=-20 Concentrated Loads (lb) Vert: 5=-568 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-2=-285, 3-4=-20 Concentrated Loads (lb) Vert: 5=-427 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-332, 3-4=-20 Concentrated Loads (lb) Vert: 5=-917 14) Dead + 0.76 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-332, 3-4=-20 Concentrated Loads (lb) Vert: 5=-917 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-332, 3-4=-20 Continued on Daae 3 ®Wi1RMM -Verify design and READ M7E9GN7M5AM MaUDED M17EKREFEREACEPAGE14T7-7473 re x JV2912014BEF4REUSE Design valid for use only with Welk 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 n �IT��• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding 1 V1 9 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 va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1tSouthern ine�SP lumherisspecif-red, the desrgnvalues are theaeeffactive05 10117013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. _ T6487890 27379 FG4 FLAT GIRDER t 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 i.oau s — i i zu it mi i en 41d—iii—, niu. Fii Aug cc icaa. i t cu i4 ray. o ID:TE6gT_te?mgvzQdQ23vugaylas= OOAgAzDclenZdT2CLE5xovLWcBlxeCGWXpR86nyilg0 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=-917 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-332, 3-4=-20 Concentrated Loads (lb) Vert: 5=-917 �W MNS.-yndfydesign paramemrsaad READ NOTES ON THiSAND INCLUDED MPTEKREFEREMXFAGEMTr7Y473 mK 1/29/2024MMEUSE .. : .. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. �a 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 jTek• erector. Additional permanent bracing of the overall structure is We responsibility 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 voi able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 if'SouthernFine � turriberCsspec'ifiedthe deAgnvatiresarethetaef#eitisreG6fGIAD13hyALSC Truss Qty Ply Labarbiera Res. ]7,russpe T6487891 �,I,o.b, 9 G01 Supported Gable 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Mon Aug 25 09:09:66 2014 Page 1 ID:TE6gT te?mgvzQdQ23vu9aylas_-tru3eAOwXAZggBILgEA1AkZm?snEWDEgh82hByykMpQ 3.00 12 3x4 11 Scale = 1:27.2 16 15 14 13 12 11 10 9 1x4 II 1x4 II 1x4 II 3x4 = 1x4 II 1x4 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.20 Vert(LL) -0.03 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.21 Vert(TL) 0.02 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 66 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-5: 2x4 SP 285OF 1.8E end verticals. BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-12: 2x4 SP 285OF 1.8E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.2 Installation guide. REACTIONS. All bearings 13-8-0 except Qt=length) 16=0-3-8. (lb) - Max Harz 15=419(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) except 9=-109(LC 5), 10=-235(LC 9). 11=-209(LC 9), 13=-244(LC 9), 14=-127(LC 9), 15=-450(LC 5), 16=-332(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 9, 10, 11, 13, 14 except 15=379(LC 1), 16=373(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-309/116 BOT CHORD 1-16=-83/328, 15-16=-83/328 WEBS 2-15=-451/497 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=2ft; 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 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 9, 235 lb uplift at joint 10, 209 lb uplift at joint 11, 244 lb uplift at joint 13, 127 lb upliftiat joint 14, 450 lb uplift at joint 15 and 332 lb uplift at joint 16. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard `II{{111111111 0P�GEN i N 68182 13 • T OF U✓ i O '. <CI •. I111111 FL Cert. 6634 August 25,2014 AWl"Ar. • Vedfy design parameters and BEAD MOTES ONTNISMM INYl8DED AINEKREFEREAM PAGE 14II-7473 m . 1129120Id BErCMI SE 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 MiTek* Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component fabrication, 6904 Parke East Blvd. safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ifStlfdtlle2nPine SF'�,umberisspecified,thedesignvaluesarethoseeffective46f111201SbyALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Labarbiera Res. T6487892 G02 Monopi ch 6 1 I27379 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 22 12:53:18 2014 Page 1 ID:TE6q- _te?mgvzQdQ23vu9aylas_ UDkCNJEE3yvQFccPvycAL6uhgbRINYdflTAheEyllq? 3-64 9-0-14 i 14-11.0 3-6-4 5-6-10 5-10-2 5X5 4X8 II 3.00 12 6x6 � Scale = 1:25.8 1-6-0 10-0 3.6.4 9-6.4 14-11-0 15-6-4 1-rr0 0-6-6 1-6.4 6-0-0 5-4-12 Plate Offsets (X.Y)— 11:0-1-4.Edge1 11:0-0-0,1-8-51 11:0-8-11 0-1-91. 14:0-2-O.Edgel, 15:0-2-14.0-3-01. 16:0-4-12,Edgel. 17:0-2-8,0-2-41, 18:0-2-8,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.73 Vert(LL) 0.37 7-8 >478 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 1.00 Vert(TL) -0.46 7-8 >388 180 BCLL 0.0 " Rep Stress Incr YES WB 0.79 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 67 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEDGE WEBS 1 Row at midpt 3-8, 5-7 Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (lb/size) 1=939/1-0-0, 6=686/Mechanical Max Horz 1=341(LC 8) Max Uplift1=-691(LC 8), 6=-576(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1020/748, 2-3=993/795, 3-4=-2442/1988, 4-5=-2378/2004, 5-6=542/507 BOT CHORD 1-9=-639/936, 1-8=-980/936, 7-8=-2256/2566, 6-7=-226/294 WEBS 2-8=-180/279, 3-8=-1703/1357, 3-7=-285/402, 5-7=-1886/2215 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=39ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 11►►111 11►111, ; %N �j plate grip DOL=1.60 �%V V 2) Plates checked for a plus or minus 0 degree rotation about its center. been designed for 10.0 bottom live load live loads. ,,OP....... E N '• 3) This truss has a psf chord nonconcurrent with any other ' by `o , ,• \ G S �. �` �'•� 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall 2-0-0 wide will '� •' fit between the bottom chord and any other members. N 68182 5) Refer to girder(s) for truss to truss connections. * �' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 691 lb uplift at joint 1 and 576 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. '0 ; • �/ ` �:• T OF40 . 4. FL Cert. 6634 August 25,2014 A WARN7Ar. -Vedfr design p.... M. and READ M 7ES ON 7NISAND INaVDED METEKREFERENCE PAGE Mll-7423 mR 2129120IdBER)MME ■■■■ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �e 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 MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ggva able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. fi5authemPinetSF�lumberisspecified, the designvalues are thoseeffective 06 Q1%2013byAL5C Tampa, FL 33610-4115 Symbols Numbering System General Safety Notes 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. 0 - 1u, For 4 x 2 orientation, locate plates 0- W' 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 I 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 8, Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS ct-2 c2a o WEBS c3� 4 �N O U dab T IL U O a O C7-8 C6-7 C-6 5� BOTTOM CHORDS 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 the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTekO All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 01 /29/2013 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. I B. 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.