Loading...
HomeMy WebLinkAboutTRUSS/ , ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. iTeko��_��� I, Ir�M RE: '� 9432 - Lash Res./Roofs ass. ,Lude CGUMly MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Cus omer Info: Mel-Ry Const. Project Name: Lash Res./Roofs Model: Tampa, FL 33610 4115 Lot/Block: Subdivision: Address: 40 Nettles Blvd. City: i Jensen Beach State: FL. Narr9e Address and License # of Structural Engineer of Record, If there is one, for the building. Narrb: License #: Address: City State: Genral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wing Code: ASCE 7-10 [All Heigh][I Wind Speed: 170 mph Roof, Load: 45.0 psf Floor Load: N/A psf This14package includes 45 individual, dated Truss Design Drawings and 0 Additional Drawings. Witlll my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. �� Seal# I Truss Name I Date I No. I Seal# Truss Name I Date 1 11111 T7441930 -CJ1 9/21/015 118 IT7441947 I -EJ2D 9/21/015 12 i1 IT7441931 I-CJ1A 19/21/015 119 IT7441948 I-EJ3A 19/21/015 1 13 1111 T7441932 I -CJ 1 S 19/21/015 120 I T7441949 I -EJ3D 19/21 /015 1 4 I T7441933 --CJ 1 S 1 9/21 /015 21 IT7441950 I -EJ4A 9/21 /015 15 111IT7441934 I -CJ 1 S2 19/21/015 122 I T7441951 I -EJ4D 19/21/015 1 6 1,11T7441935 I -CJ3A 9/21/015 23 IT7441952 I -EJ5A 9/21/015 7 T7441936 -CJ3S 9/21/015 124 IT7441953 -EJ5D 9/21/015 8 i1 T7441937 -CJ3S1 9/21/015 125 IT7441954 -EJ6A 9/21/015 9 HIT7441938 -CJ3S2 9/21/015 126 IT7441955 -EJ6D 9/21/015 110 UI I T7441939 I "CJ5 19/21/015 127 I T7441956 I ~EJ7 19/21/015 111 111 I T7441940 I -CJ5A 19/21/015 128 I T7441957 I --ERS 19/21/015 1 12 111IT7441941 -CJ5S 9/21/015 129 IT7441958 -HJ7 9/21/015 13 I!IIT7441942 -CJ5S1 9/21/015 130 IT7441959 -HRS 9/21/015 14 it T7441943 -CJ5S2 9/21/015 131 IT7441960 -HJ7S1 9/21/015 115 III 1 T7441944 I -EJ1A 19/21/015 132 I T7441961 I A01 19/21/015 1 16 1HT7441945 -EJ 1 D 19/21/015 133 IT7441962 I A0219/21/0151 117 1 T7441946 I -EJ2A 19/21/015 134 I T7441963 I A03 19/21/015 1 The El ssdrawing(s) referenced above have been prepared by MiTek Indues, Inc.under my direct supervision based on the parameters provd by East Coast Truss. Truslll Design Engineer's Name: Velez, Joaquin My 1 Lense renewal date for the state of Florida is February 28, 2017. �1� IMP RTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on re11 ferenced 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. Suit��'bI'ility of truss designs for any particular building is the resp�insibility of the building designer, not the Truss Engineer, per �NSI/TPI-1, Chapter ��1111111111 �ON ..I.. �.''GENS 68182 :13 : STATE OF : 44/� nnl Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 Velez, Joaquin 1 of 2 a h I i I RE: 29432 - Lash Res./Roofs I Site Information: Customer Info: Mel-Ry Const. ot/Block: Id ddress: 40 Nettles Blvd. C,ity: Jensen Beach Project N; No. Seal# Truss Name Date 35 T7441964 A04G 9/21/015 36 IT7441965 IA05G 0/21/015 37 IT7441966 IA06G 0/21/015 I38 IT7441967 IB01 9/21/015 39 IT7441968 IB02 9/21/015 140 I T7441969 I C01 1 9/21 /015 141 I T7441970 I CO2 19/21 /015 �42 IT7441971 ID01G 19/21/0151 43 IT7441972 ID02 9/21/015 44 IT7441973 ID03 9/21/015 45 IT7441974 ID04 9/21/015 I i I ame: Lash Res./Roofs Model: Subdivision: State: FL. 2 of 2 Job . Truss Truss Type Qty Ply Lash ResdRoofs I naa193o 29432 -CJt Jack -Open 1 1 ob Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 7.630 s Jul 28 2015 Welk Industries, Inc. Mon Sep 21 11:59:12 2015 Page 1 I D: rf PzunR N o izBrmxT2fgQCKybRkZ-gzLO47M krieOfdAC FYZZg7 FVk3hXo8zbgTotB7yb Qoj 1-9-6 r 1-9.6 1-3-0 1 1 1-4-n n_6_e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War] L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 4 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) LUM TOP BOT Left: NOTES- 1) Wind: Exp D plate 1 2) As rec 3) Plates 4) This It 5) • This fit bets 6) Refer 7) Provic 62 lb I 8) "Semi D 2x4 SP No.3 D 2x4 SP No.3 No.3 S. (lb/size) 2=12/Mechanical, 3=3/Mechanical, 1=144/0-5-8 Max Harz 1=57(LC 8) Max Uplift2=-23(LC 8), 3=9(LC 8), 1=-62(LC 8) Max Grav2=14(LC 13), 3=7(LC 3), 1=144(LC 1) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:8.3 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation de 4SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ,ip DOL=1.60 jested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the sibility of the fabricator to increase plate sizes to account for these factors. `%J11 � 11111iIII 6hecked for a plus or minus 0 degree rotation about its center. %% II iss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. ,��� PQUIN VFW puss 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 been the bottom chord and any other members. �� ••'�� �`�••• , o girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 2, 9 lb uplift at joint 3 and • • No 68182 Qlift at on 1. igid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ytr r � .0 E OF ; J ` s � ,r � �. pR�OPN=%. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 'ING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0216/2015 BEFORE USE. alld for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Aity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the bracing the MOW permanent of overall structure is the responsibility of the building designer. For general guidance regarding )n, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criferla, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. ormatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash ResJRoofS T7441831 29432 -CJ1A Jack -Open 1 1 Job Reference (optional) East Coast Truss, FL Pierce, FL 34946 2x3 = 1-9-6 7.630 s Jul 282015 MiTeK lndustnes,Inc. mon gep2l ii:5wi22ui5 Page ID: rfPzunRNo izarrnxT2fg Q Q Kyb RkZ-gzL047 Mkri a 0fdACFYZZg7 FVo3hOo8zbgTolB7ybQoj LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.26 TC 0.05 Vert(LL) -0.00 6 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) TOP BOT NOTES- 1) Wind: Exp 0 plate 1 2) As re( 3) PlateE 4) This tl 5) ' This fit bet, 6) Refer 7) Provic and 1 8) "Semi 2x4 SP No.3 2x4 SP No.3 (lb/size) 1=87/0-8-0, 2=46/Mechanical, 3=26/Mechanical Max Horz 1=57(LC 8) Max Uplift 1 =-39(LC 8), 2=44(LC 8), 3=-11(LC 8) Max Grav 1=87(LC 1), 2=47(LC 13), 3=31(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:8.3 PLATES GRIP MT20 244/190 Weight: 6 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-6 oc purling. 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. tSCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ip DOL=1.60 lasted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the sibility of the fabricator to increase plate sizes to account for these factors. :hecked for a plus or minus 0 degree rotation about its center. Be has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. uss 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 Ben the bottom chord and any other members. 1 girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 1, 44 lb uplift at joint 2 lb uplift at joint 3. igid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �lliilliill/� QVIN • P ..... �I E N S �� '0!,00 No 68182 r • r r • E-OF �0NAL����. ��/�111iIIt111�, Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 WANING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1•7473 rev. 0&16/2015 BEFORE USE. Desig (valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �• Appli , bllity, 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 R p �T®�• erect f. Additional permanent bracing of the overall structure Is the responsibility of the building dVresigner. For general guidance regarding � fabdc'tion, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 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 22314.1 Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash ResJRoof5 na4193z 20432 -CJ1S Jack -Open 3 1 Job Reference (optional) East Coal( Truss, Ft. Pierce, FL 34946 7.630 s Jul 282015 MTek Industries, Inc. Man 5ep c1 11:a9:1:5 zu15 rage 1 I D:rfPzunRNoiz8rmxT2fgQCKybRkZ-89v01TNNcOmFHmIPpF4oNCnfPS1 nXbN127XRjZybQoi 1-3-0 0-6-6 , 0.9-8 1-3-0 1-9-6 n-aa n-1a n-aa LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 5 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a n/a BCDL j 10.0 Code FBC2014rrP12007 (Matrix-M) LUMB TOP C SOT C WEBS NOTES- 1) Wind: Exp D plate 1 2) As rec respoi 3) Plates 4) This If 5) • This fit beh 6) Refer 7) Provid 5. 8) "Semi 2x4 SP No.3 2x4 SP No.3 2x4 SP No.3 (lb/size) 3=-34/Mechanical, 4=5/Mechanical, 5=188/0-5-8 Max Horz 5=57(LC 8) Max Uplift3=-34(LC 1), 5=195(LC 8) Max Grav 3=30(LC 8), 4=10(LC 3), 5=188(LC 1) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:8.3 PLATES GRIP MT20 244/190 Weight: 6 ib FT = 0% BRACING- TOP CHORD Structural wood sheathing directly applied or 1-9-6 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 Installationguide, ,SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ip DOL=1.60 ested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the dbility of the fabricator to increase plate sizes to account for these factors. :hecked for a plus or minus 0 degree rotation about its center. ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. uss 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 ' • �� ,�� .an the bottom chord and any other members. �� ,•'�� S�C`�•, �00 i girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 3 and 195 lb uplift at joint Z No 68182�, igid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. /,./ •. E OFOR\ V -* N .` NA /111111 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East 61vd. Tampa FL 33610 Date: September 21,2015 ING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 02/16/2015 BEFORE USE. illd for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. M®�• illity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ral 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 m, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Drmation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply Lash ResJRoofs T7441933 29432 -CJ1S1 Jeck•Open 2 1 job Beference (optional) East Coe Truss, Ft. Pierce, FL 34946 7.630 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 21 11:59:13 2015 Page 1 ID: rfPzunRNoizBrmxT2fgQCKybRkZ-89v01TNNcomFHmIPpF4oNCnenSOJXb1127XRjZybQoi 1.5-,8 1-5.8 0-314 i 0-9-8 1-5.8 1-9.6 i n_aa n_a_n n.z�e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 120.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 5 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.03 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMB TOP C BOT C WEBS NOTES- 1) Wind: Exp D plate i 2) As rec 3) Plates 4) This tr 5) • This fit betv 6) Refer' 7) Provid 5. 8) "Semi- Fi] Safety 2x4 SP No.3 2x4 SP No.3 2x6 SP No.2 (lb/size) 3=-74/Mechanical, 4=3/Mechanical, 5=230/0-8-0 Max Harz 5=57(LC 8) Max Uplift3=-74(LC 1), 5=-252(LC 8) Max Grav 3=76(LC 8), 4=6(LC 3), 5=230(LC 1) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:8.3 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-6 oc puriins. 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 e �SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; ncl., GCp1=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 $ DOL=1.60 jested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the Ibility of the fabricator to Increase plate sizes to account for these factors. ►►► l Necked for a plus or minus 0 degree rotation about Its center. ��►► ���� �s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ���� PQU 1 N uss 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 . ......... E N • `� �i� �en the bottom chord and any other members. ,� ••'�� S�'••• girder(s) for truss to truss connections. op o mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 3 and 252 lb uplift at joint No 68182 gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. E OF ONAk- 111, n 1111110 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cleft 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 'ING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. OV1612015 BEFORE USE. Ad for use only vdth MiTek connectors. This design is based any upon parameters shown, and Is for an Individual building component. �- )Illty, of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown ral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek m, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. ormatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash ResJR00fs T7441934 29432 -CJ1S2 Jack -Open 1 1 Job Reference (optional) East Co 'st Truss, Ft. Pierce, FL 34946 7.630 s Jul 28 2015 MITek Industries, Inc. Mon Sep 21 11:59:14 2015 Page 1 �I ID:rfPzunRNoiz8rmxT2fgQCKybRkZcMTmVpN7NJu6uwKbNzc1vQKgtsMNG29uHnH_G7ybQoh ti 3x3 r 1-3.7 0-5-15 Scale = 1:8.3 i I 1-3-7 1-3-7 0-515 LOADI (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 8 >999 240 MT20 244/190 TCDL Lumber DOL 1.25 BC 0.09 Vert(TL) -0.00 8 >999 180 BCLL LPlate Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 1 n/a n/a BCDL Code FBC2014/TPI2007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER- TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-6 oc purlins. BOT CH D RD 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) 1=80/0-8-0, 3=75/Mechanical, 4=5/Mechanical Max Harz 1=57(LC 8) Max Uplift l=-30(LC 8), 3=-66(LC 8) Max Grav 1=80(LC 1), 3=77(LC 13), 4=10(LC 3) FORCES ,r (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: Exp C plate I 2) As rec 3) Plates 4) This It 5) ' This fit bet 6) Refer 7) Bearir of bee 8) Provic 3. 9) "Semi tSCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ip DOL=1.60 rested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the sibility of the fabricator to increase plate sizes to account for these factors. :hacked for a plus or minus 0 degree rotation about its center. ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. vss 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 :en the bottom chord and any other members. I girder(s) for truss to truss connections. at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ng surface. mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 1 and 66 lb uplift at joint pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,��1D111111IIIII PQU i N VFW �.. 01 No 68182 � r ''�:• E OF .� % ,IIIId1I11111��` Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 U4 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 02/16/2015 BEFORE USE. Desig � ilid for use ony with M1 connectors. This design Is based only upon parameters shown, and is for an Individual building component' Applic blllty of design parameters and proper incorporation of component Is responsibfilly of building designer -not truss designer. Bracing shown Is for I Feral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the MiTek• erect Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabric, ion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety (1lo.often available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash ResJRoofs T7441935 29432 -CJ3A Jack -Open 1 1 � Job Reference (optional) East CoastlTruss, FL Pierce, FL 34946 il 2x3 = 3-9.6 7.630 s Jul 28 2016 MITek Industries, Inc. Mon Sep 21 11:=14 2U15 rage 1 ID:rfPzunRNoiz8nnxT2fgQCKybRkZ-cMTmVpN7NJu6uwKbNzclvQKn1sLzG2TuHnH G7ybQoh LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 3-6 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.02 3-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 (Matrix-M) TOP CH BOT CH TOP BOT NOTES. 1) Wind: Exp D plate c 2) As rec respor 3) Plates 4) This tr 5) *This fit bete 6) Refer 7) Provid and 6 8) "Semi- 2x4 SP No.3 2x4 SP No.3 (lb/size) 1=196/0-8-0, 2=98/Mechanical, 3=40/Mechanical Max Horz 1=120(LC 8) Max Uplift 1 =-94(LC 8), 2=-98(LC 8), 3=-6(LC 8) Max Grav 1=196(LC 1), 2=100(LC 13), 3=60(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. D 1-2=331/220 D 1-3=-342/410 Scale = 1:12.5 PLATES GRIP MT20 2441190 Weight: 12 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ,E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; 13=45ft; L=24ft; eave=4ft; Cat. II; icl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 DOL=1.60 tted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ility of the fabricator to increase plate sizes to account for these factors. ;cked for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Is has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will n the bottom chord and any other members. irder(s) for truss to truss connections. Iechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 1, 98 lb uplift at joint 2 plift at joint 3. d pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. >%JjitIII.I1/���� ou IN ,� ' GENS . c'�•� `4 �\ F . No 68182 • e O :• E OF .• J• Joaquin Velez PE No.68182 MiTek USA, Inc. FL Pert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 l ® WA ING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7479 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applic bility of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for la ral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the g N'�e�• erecfa;VI Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I fabric tlon, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyIJformation available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash ResJRoofs naa1s36 29432 i -CJ3S Jack -Open 3 1 I Job Reference (Optional) Truss, Ft. Pierce, FL 34946 7.630 s Jul 28 2015 MiTeK Inaustnes, Inc. Mon Sep z1 11:5a:1a zulo rage 1 I D:rfPzunRNoiz8rmxT2fgQCKybRkZ-cMTmVpN?NJu6uwKbNzcl vQKpBsMwG2UuHnH_G?ybQoh 1-3-0 1 4 3-9-6 1-3-0 0-1- 2-5-3 6x6 = Scale = 1:12.6 Plate Off6ets (X,Y)— 15:0-4-0.0-2-121 LOADIN I (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 120.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 4-5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 4-5 >999 180 BCLL I 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 12 lb FT = 0% LUMBI TOP C BOT C WEBS NOTES- 1) Wind:, Exp D; plate g 2) As req 3) Plate: 4) This t 5) This fit bet 6) Refer 7) Provi( 5. 8) "Semi 2x4 SP No.3 2x4 SP No.3 2x4 SP No.3 (lb/size) 3=69/Mechanical, 5=241/0-5-8, 4=25/Mechanical Max Horz 5=120(LC 8) Max Uplift3=-77(LC 8), 5=-198(LC 8) Max Grav 3=76(LC 13), 5=241(LC 1), 4=49(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation de 3CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; :no[., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 DOL=1.60 isted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the bility of the fabricator to Increase plate sizes to account for these factors. lecked for a or minus 0 degree rotation its �Tj1 / f tt tt� plus about center. s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� ,�� PQV I N VET e iss 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 an the bottom chard and any other members. �i E N girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3 and 198 lb uplift at joint : No 68182 lid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .. O: E OF .� ` 9t VN t ACC-- 0" tttttttai��.,tN� Joaquin Velez PE Nd.68182 Mtfek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 3.3610 Date: September 21,2015 IL WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02116/2015 BEFORE USE. Design ��olid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component.• Applic blllty of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lat'ral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the WOW Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricai ion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Ir formation available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash ResJRoofs T7441937 29432 -CJ3S1 Jack -Open 2 1 Job Reference (Optional) East CoaolTruss, Ft. Pierce, FL 34946 7.630 s Jul 28 2015 MITek Industries, Inc. Mon Sep 2i i i:5915 2015 Page l I D: rfPzu n R Noiz8nn xT2fgQCKybRkZ-4YO9j90 dBdOzW4vnwg7GSdtzaG iT7VG2 W ROYoRybQog 1-5-8 i 3-9-6 _ 1-5-6 2-3-14 Scale=1:12.8 7x6 = i 0-9-e 1-5-8 3-9-6 a_O_R n_fLa 7_'L�d LOADIN (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0,21 Vert(LL) -0.00 4-5 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.03 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) TOP C BOT C WEBS NOTES- 1) Wind: Exp D plate I 2) As rec 3) Plates 4) This tr 5) This. fit betv 6) Refer, 7) Provid 5. 8) "Seml- 2x4 SP No.3 2x4 SP No.3 2x6 SP No.2 (lb/size) 3=61/Mechanical, 5=251/0-8-0, 4=23/Mechanical Max Horz 5=120(LC 8) Max Uplift3=-69(LC 8), 5=217(1_C 8) Max Grav 3=70(LC 13), 5=251(LC 1), 4=45(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 13 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation e SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; ?nci., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 p DOL=1.60 ested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ibility of the fabricator to increase plate sizes to account for these factors. hacked for a or minus 0 degree rotation about its center. ill 111 IIIII, plus ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9% %���`ii V N �� uss 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 yen the bottom chord and any other members. ,�� ,0 C E N 8 • • ���� ,� ,••�� �`••.• girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 3 and 217 lb uplift at joint m No 68182 gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * = Ot. E OF :�� �0NALE �0 ///llll111101, Joaquin Velez PE No.68182 MITek USA, Inc. FL Pert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 iLWA NING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 02/16/2015 BEFORE USE. Design alld for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. Applic ill" of design parameters and proper incorporation of component Is responsibility of building designer -not truss designer. Bracing shown Is for la ral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the i%k• erecto Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrics on, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Critetla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Iriiformation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash RBSJRoofs T7441938 29432 -CJ3S2 Jack -Open 1 1 Job Reference (optional) East Coss,IlTruss, Ft. Pierce, FL 34946 7.630 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 21 11:59:15 2015 Page 1 ID:rfPzunRNoiz8rmxT2fgQCKybRkZ-4YO9j90d8dOzW4vnwg7GShcwhGf17VF2WROYoRybOog 3.3.7 3 �— 3-3-7 T15 Scale=1:12.6 3x3 LOADIN (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.03 5-8 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.04 5-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) TOP C BOT C WEBS NOTES- 1) Wind:: Exp D; plate g 2) As req 3) Plates 4) This tr 5) ' This Tit bete 6) Refer 7) Bearin of bea 8) Provid 3. 9) "Semi- 2x4 SP No.3 2x4 SP No.3 2x4 SP No.3 (lb/size) 1=167/0-8-0, 3=163/Mechanical, 4=4/Mechanical Max Horz 1=120(LC 8) Max Uplift 1 =-69(LC 8), 3=-131(LC 8) Max Grav 1=167(LC 1), 3=167(LC 13), 4=9(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. m m PLATES GRIP MT20 244/190 Weight: 13 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-6 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, 3CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; !ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 DOL=1.60 isted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the bility of the fabricator to Increase plate sizes to account for these factors. or minus us dree rotation about its center. 010.0 ,,%J11111.11111� s has been delsigned for a psf bottom chord live load nonconcurrent with any other live loads. � N, V�<. iss 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 o,��OPt�U , • • EN 3 •, an the bottom chord and any other members. `� G �••.� ,� ,••�,� i girder(s) for truss to truss connections. No 68182 at joint(s) 1 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity o �; g surface. * mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 1 and 131 lb uplift at joint •. lid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. E OF .* .�• :OR`Q.���` Joaquin Velez PE No.68182 MiTek USA, Inc. FL Qert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 INA 'NING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 0211612015 BEFORE USE. °alid Design for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �' Applic pity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shove Is for la erecto ral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabricat on, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Irformation available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash ResJRoots T7441939 29432 -cJ5 Jack -open 1 1 lob Reference (optional) East Coast,lTruss, Ft. Pierce, FL 34946 5.9.6 7.630 s Jul 28 2015 MITek Inaustnes, Inc. Mon sep Zl 1 i:aa:iu zuia rage I ID:rfPzunRNoiz8nnxT2fgQCKybRkZ-YkaXwVPFvx8g8ET UOe\ _rP2WgyukxyB14m5KuybQof Scale = 1:16.7 3x6 II 0-9-8 5-9-6 i 0-9.8 4.11-14� Plate Offs"bts (X,Y)-- 11:0-2-6,0-0-101, 11:0-1-4.0-11-141 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.07 3-8 >977 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.09 3-8 >791 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 19 lb FT = 0% LUMBER TI BRACING - TOP CHO�D BOT CHO 2x4 SP No.3 D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. SOT CHORD Rigid ceiling directly applied. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 p No.3 I be installed during truss erection, in accordance with Stabilizer REACTIO S. (lb/size) 2=151/Mechanical, 3=65/Mechanical, 1=299/0-5-8 Max Horz 1=184(LC 8) Max Uplift 2=-1 53(LC 8), 3=-20(LC 8), 1=-131(LC 8) Max Grav 2=155(LC 13), 3=91(LC 3), 1=299(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- II 1) Wind: A CE 7-10; Vult=170mph (3-second gust) Vesd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; 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 gr'p DOL=1.60 2) As requ sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsi ility of the fabricator to Increase plate sizes to account for these factors. 3) Plates��,'�',,ehked foraplus or minus 0 degree rotation about its center. 4) This I as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other. live loads. 5) •This tss 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 bettyn the bottom chord and any other members. 6) Refer tol?birder(s) for truss to truss connections. 7) Provide " echanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 2, 20 lb uplift at joint 3 and 131b uplift at joint 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/.' gypsum sheetroc, be applied directly to the bottom chord. a WARDING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, OV1612015 BEFORE USE. Design vplid for use only with Mnek connectors. This design is based only upon parameters shown, and'a for an Individual building component. Applica lity of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lot �aI support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. dditional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabdcati' n, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety In ormatlon available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ,II►IIIIIIIIIIII ,��•` PQU I N vFl IiI� No 68182 10 .� P •' �` IIII/Illletll`, Joaquin Velez PE No.68182 MITek USA, Inc. FL Ceft 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 Igo' MiTek' 6904 Parke East Blvd. Tampa, FL 33610 I Job Truss Truss Type Qty Ply Lash ResJRoofs i naalsa0 29432 -CJSA Jack -Open 1 1 Job Ia er ce o tional East Coast Truss, Ft. Pierce, FL 34946 7.630 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 21 11:59:16 2015 Page 1 ID:rfPzunRNoizBnnxT2fgQCKybRkZ-YkaXwVPFvx8g8ET_UOeV rP2lgzbkxyB14m5KuybQof 5.9.6 5.9.6 i 2x4 = LOADIN (psf) SPACING• 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.05 3-6 >999 240 TCDL 1 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 3-6 >768 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-S) LUMBEI TOP CH BOT CH REACTI, FORCE! TOP CH BOT CH NOTES- 1) Wind: Exp D plate c 2) As req respor 3) Plates 4) This tr 5) • This fit bete 6) Refer, 7) Provid and 1 8) This tr 2x4 SP No.3 2x4 SP No.3 (lb/size) 1=307/0-8.0, 2=153/Mechanical, 3=54/Mechanical Max Horz 1=184(LC 8) Max Uplift 1=-150(LC 8), 2=-154(LC 8), 3=-1(LC 8) Max Grav 1=307(LC 1), 2=156(LC 13), 3=89(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. D 1-2=-780/532 D 1-3=800/999 Scale = 1:18.7 PLATES GRIP MT20 2441190 Weight: 18 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer lostallation guide, 3CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; :ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 3 DOL=1.60 lsted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ,�I1ii 1 t I I Itt�� I N VF4 bility of the fabricator to increase plate sizes to account for these factors. lecked for a plus or minus 0 degree rotation about its center. ,��� PQU ,� •• ......... E• F� �� s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��� �.'�\ S'�•.• �i� iss 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 an the bottom chord and an other members. y No 68182 •� girder(s) for truss to truss connections. * �� mechanical connection (by others) of truss to bearing plate capable of withstanding 150 lb uplift at joint 1, 154 lb uplift at joint 2 uplift at joint 3. s design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and'/" gypsum k be applied directly to the bottom chord. F �•' •� ��; i���ll1 n 11IN� Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL.33610 Date: September 21,2015 VD WA ING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PA GE Mll-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only With I+LTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applica illty of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lat al support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the p erector. [Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek• fabricat on, quality control, storage, delivery, erection and bracing, consult ANSI/YPII 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 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash Res./Roofs T7441941 29432 -CJ5S Jack -Open S 1 Job Reference (optional) tastuoasi russ, m.merce,rLsapaa r.000� -'.���Q�•���eK1�����.������. �.,or�� ��....,.�,...,,..,..,... ID:rfPzunRNoiz8rmxT2fgQCKybRkZ-1w6v8rQtgEGh'I 2 59kX2yF14JxTNXKzkVesKybQoe 1-3.0 4.6-6 Scale=1:16.7 5 6x6 III i 0.19 1-3-0 5.9.6 i ' 0-9� 4-6-6 ' Plate Offs "ts (X.Y)-- r5:0-4-0.0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.03 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.07 4-5 >815 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-S) Weight: 19 Ito FT = 0% LUMBER -`I BRACING - TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 3=131/Mechanical, 5=339/0-5-8, 4=45/Mechanical Max Horz 5=184(LC 8) Max Uplift3=-140(LC 8), 5=-247(LC 8) Max Grav 3=137(LC 13), 5=339(LC 1), 4=89(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHO D 1-5=-291/231 WEBS 2-5=-3961362 NOTES- 1) Wind: ACE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; hcl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gri DOL=1.60 2) As requ sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respons�liility of the fabricator to increase plate sizes to account for these factors. 3) Plates c ecked 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 tR ° ' s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe n 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 140 lb uplift at joint 3 and 247 lb uplift at joint 5. III 8) This trusts design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'W gypsum sheetro4 be applied directly to the bottom chord. & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02116/2015 BEFORE USE. Design v lid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicat ,;lity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for late al support of individual web members only, Additional temporary bracing to Insure stability during construction Is the responsibillity, of the erector. n Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricati n, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component iafety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. ��0 1111111111111 PQU I N VF�'�1�i 10 No 68182 ,o r r .0 E OF .0 e r % �0NA1-E��.�• 1/1111111111 Joaquin Velez PE No.68182 Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 i '!I Job Truss Truss Type Qty Ply FLashRRes./Roofsnaalaa2 29432 -CJSSt Jack -Open 2 1Reference (optional East CoashTruss, Ft. Pierce, FL 34946 7.630 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 21 11:59:17 2015 Page 1 ID:rfPzunRNoizBrmxT2fgQCKybRkZ-lw8v8rQtgEGh102A259kX2yGK4KaTOXKzkVesKybQoe 1-5-8 - 4-3-14 5 7x6 = LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0,02 4-5 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.05 4-5 >940 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) TOP CHQfiD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS li 2x6 SP No.2 Scale = 1:16.7 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer guide,Installation REAQTIU s. (lb/size) 3=126/Mechanical, 5=346/0-8-0, 4=43/Mechanical Max Harz 5=184(LC 8) Max Uplift3=-135(LC 8), 5=-263(LC 8) Max Grav 3=132(LC 13), 5=346(LC 1), 4=85(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-381/348 NOTES- 1) Wind: SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp Dncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gr,p DOL=1.60 2) As requ'sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responbility of the fabricator to increase plate sizes to account for these factors. 3) Plates Aecked for a plus or minus 0 degree rotation about its center. 4) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This t )I ss 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 betw en the bottom chord and any other members. 6) Refer tolgirder(s) for truss to truss connections. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 3 and 263 lb uplift at joint 5. II 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/z gypsum sheetropk be applied directly to the bottom chord. A WAR ING -Verily deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI/-7473 rev. 02116/2015 BEFORE USE. Design N &id for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applica Ility of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for tall (Ql support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilllry, of the erector. Mclitional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricat on, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314, p.QU I N vF� �•. No 68182 * : Lr - OF : IIJ `. �,,,,/O N A' %%%%N Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Lash ResJRoofs naalsa3 29432 -CJ5S2 Jack -Open 1 JPly 1 Job Reference tootionall East Ft. Pierce, FL 34946 3x3 7.630 s Jul282015 MITek Industries, Inc. Mon Sep 21 11:59:162015 Page 1 I D: rfPzunRNoiz8rmxT2fgQCKybRkZ-V7iHLBQVRYOXNYdMcogz4GUK9TbQCroUCOFCPmybQod 5-3-7 . 0-5-15 5-3-7 9-� 7 i! S 5.9-6 i coo 7 N O Scale = 1:17.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.14 5-8 >485 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.19 5-8 >368 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.02 1 n/a n/a BCDL 110.0 Code FBC2014fTP12007 (Matrix-S) Weight: 20 lb FT = 0% LUMBER-! BRACING - TOP CHOP 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer s o e FORCES. NOTES- 1) Wind: Exp D; plate g 2) As req 3) Plates c 4) This tru 5) • This tr fit betw( 6) Refertc 7) Bearing of beari 8) Provide joint 3. 9) This tru: (Ib/size) 1=257/0-8-0, 3=253/Mechanical, 4=4/Mechanical Max Horz 1=184(LC 8) Max Uplift 1=-108(LC 8), 3=-197(LC 8) Max Grav 1=257(LC 1), 3=258(LC 13), 4=9(LC 3) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. �E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 DOL=1.60 ,ted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ility of the fabricator to increase plate sizes to account for these factors. acked for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will n the bottom chord and any other members. irder(s) for truss to truss connections. joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity surface. echanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 1 and 197 lb uplift at design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''%" gypsum be applied directly to the bottom chord. `II►11111/11j iN �i .' GENS� 0 No 68182 E OF /O N AL E ���� 1111111111j11 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 a WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211e/2015 BEFORE USE. Design vQiid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. Applica �'ify of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for late I support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. M[Tek' dditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricati `h, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infcirmation available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Qty Ply Lash Res./Roofs T7441944 29432 -EJ1A Jack -Open 1 t Job Reference (Optional) East Co#1 Truss, Ft. Pierce, FL 34946 CSI 7.630 s Jul 282015 MITeK Industries, Inc. Mon sap 21 11:59:18 20i5 rage i I D:rfPzunRNoiz8rmxT2fgQCKybRkZ-V7iHLBQVRYOXNYdMcogz4GUSyTixCrSUCOFCPmybQod 4-8-3 Or101 4-8-3 i 0-10.8 3-9-11 Scale = 1:9.5 Plate Offsets (X.Y)— 11:0-6-11.0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.00 3-7 >999 240 MT20 244/190 TCDL Lumber DOL 1.25 BC 0.24 Vert(TL) -0.01 3-7 >999 180 BCLL L20.O Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL Code FSC2014/TPI2007 (Matrix-S) Weight: 14 lb FT = 0% LUMBERR TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHARD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatione REACTI INS. (lb/size) 1=290/0-9-4, 2=102/Mechanical, 3=25/Mechanical Max Horz 1=88(LC 4) Max Uplift 1=-195(LC 4), 2=-108(LC 4) 41 Max Grav 1=290(LC 1), 2=102(LC 1), 3=54(LC 3) FORCES ! (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- it 1) Wind: SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp D;IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate g'lp DOL=1.60 2) As req "tested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respon Ilbility of the fabricator to Increase plate sizes to account for these factors. 3) Plates hacked for a plus or minus 0 degree rotation about its center. 4) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This t iss 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 betty en the bottom chord and any other members. 6) Refer t0 girder(s) for truss to truss connections. 7) Provid (mechanical connection (by others) of truss to bearing plate capable of withstanding 195lb uplift at joint 1 and 108 lb uplift at joint 2.�, 8) This trui s design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Q WAR a ING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 02116/2015 BEFORE USE. Design alid for use only with Mnek connectors. This design Is based only upon parameters shown, and is for an individual building component. Appllcc bility of design parametersand proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lot "ral 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 fabrica ion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-S9 and SCSI Building Component Safety In(ormatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ,`,11111111/►l. ,%��%` Pp0 IN VF< 0o 'S G E•N No 68182 r r 0 :• E OF 1JJ� o A • •• 1 DUI i1111\� Joaquin Velez PE Nd.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply FLashgesigoofsT7441945 29432-EJ1D Jack -Open Girder 1Jobnce (optional East hiss, Ft. Pierce, FL 34946 7.630 s Jul 28 2015 MITek Industries, Inc. Mon Sep 21 11:59:19 2015 Page 1 ID: rfPzunRNoiz8rmxT2fgQCKybRkZ-zJGfZWR7CsW07hCZ9WBCcT1 cHtl9xH7dR2 IxDybQoc 5-3-12 8-9.10 _r 5-3-12 3-5-14 Scale = 1:16.6 3x4 I I 1.50 12 III 1.5-12 10-4-0 6-11-14 Plate Offsbts (X Y)— fl:1-0-15 0-0-31 f1:0-5-8 Edoel LOADINGI(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.03 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.04 6-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 33 lb FT = 0% LUMBER-I1 BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHO D 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-4-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIO (lb/size) 1=368/0-8-0, 6=215/Mechanical IS. ` Max Horz 1=150(LC 21) Max Uplift 1=-297(LC 4), 6=-188(LC 5) Max Grav 1=404(LC 17), 6=248(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO ID 1-11=-476/372, 2-11=-457/362 BOT CHO D 1-7=-369/451,1-13=-396/451, 13-14=-396/451,6-14=-396/451 WEBS 2-6=-376/316 NOTES- 1) Wind: A$CE Exp D; �'pcl., 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 I /l ��� plate gri�,I 2) Plates checked ,,��V N V DOL=1.60 ,� PQ F� for a or minus 0 degree rotation about its •'' •' • •'•S ��i, 3) This truss plus center. �� •. . has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , ••G E N 4) • This trL `�� 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 betwe Iss • • n the bottom chord and any other members. • � No 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 297 lb uplift at joint 1 and 188 lb uplift at yt joint 6. "Semi -• 7) -rill 8) Hanger(: d pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. or other connection device(s) shall be provided sufficient to support concentrated load(s) 102 lb down and 67 lb up at 4-3-0, �• E OF •: ��� O 102 lb dddWn and 4 lb and 67 lb up at 4-3-0, and 123 lb down and 102 lb up at 6-6-12, and 123 lb down and 102 lb up at 6-6-12 on top chord, i� down and 38 lb up at 4-3-0, 4 lb down and 38 lb up at 4-3-0, and 10 lb down and 18 lb up at 6-6-12, and 10 lb down 18 lb 0 l N and R .•'• up at 6- 9) In the LOIi� on on bottom chord. The design/selection of such connection device(s) is the responsibility of others........... % CASE(S) loads to the face �•,� section, applied �O of the truss are noted as front (F) or back (B). N A I LOAD CASES) 1) Dead + Standard Joaquin Velez PE No.68182 oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform u MiTek USA, Inc. FL Cert 6634 Loads (plf) Vert: 1-3=-70, 3-4=-30, 5-7=-20 6904 Parke East MA Tampa FL 33610 Date: September 21,2015 C WARN[NG Design valid -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 0211612015 BEFORE USE. for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability Is for lateral of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity, of the erector, fabdcati dditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding W V� gi WOW n, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information 69D4 Parke East Blvd. available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 al Job Truss Qty Ply Lash ReslRootsT7441945 7russe 29432 -EJ1D Girder 1 1 Job Reference (optional) Last voap i russ, H. Plerce, FL 34946 LQAD OO� SE(S) Standard Concentrated Loads (Ib) III Vert: 11=110(F=55, B=55) 12=32(F=16, B=16) 13=43(F=22, B=22) 14=13(F=6, B=6) 7.63a SJaI262a1amIreKinausines,inc. mon Sep,l ll:oa:le,ula raga, ID: rfPzunRNoiz8rmxT2fgQCKybRkZ-zJGfZWR7CsWO?hCZ9WBCcT1 cHtl9xH7dR2_IxDybQoc I&WARNINO -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 0211612015 BEFORE USE. Design IOalid for use only with Wek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicc ill of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lot'ral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek• erector,ll ddltlonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabdcallon, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety It formaflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash RBsJRooIs naalsas 29432 -EJ2A Jack -Open 1 1 job Reference (optional East 'russ, Ft. Pierce, FL 11946 4-3-1 7.63U S JUI 2e 2Ulb MII BK Inauslnes, Inc. mbn aep 41 I i:J 1v 40 to —ya , ID:rfPzunRNoiz8rmxT2fgQCKybRkZ-zJGfZWR7CsWO?hCZ9WBCcT1 ebt24xlidR2_IxDybQoc Scale = 1:9.8 Plate Offs' is (X,Y)-- 11:0-5-8 0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.00 3-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.01 3-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 TIM n/a BCDL 00.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 13 lb FT = 0% LUMBER) BRACING - ID TOP CH D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHO 2.4 SP No.3 BOT CHORD Rigid ceiling directly applied. `D MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ` s REACTIO S. (lb/size) 1=262/0-8-0, 2=93/Mechanical, 3=23/Mechanical Max Horz 1=85(LC 4) Max Uplift 1=-155(LC 4), 2=-91(LC 4) Max Grav 1=262(LC 1), 2=93(LC 1), 3=49(LC 3) FORCES. I(lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A CE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp D; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gr pll DOL=1.60 2) As requE ;ted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsl�ility of the fabricator to increase plate sizes to account for these factors. 11 3) Plates ct ecked for a plus or minus 0 degree rotation about its center. 4) This trus has been designed for a 10.0 bottom live load live loads. psf chord nonconcurrent with any other 5) • This t is has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will %-� � ,� . • Ci S •, �� �i� E N fit betwe n the bottom chord and any other members. r� ••'� �`••,� �� 6) Refer to irder(s) for truss to truss connections. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 1 and 91 lb uplift at joint .' NO 68182 •; 2. * ; k ' 8) This trus design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''%" gypsum sheetroc be applied directly to the bottom chord. —0 • E OF W441 *1 �% Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: September 21,2015 1JL WARNI�G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02118/2015 BEFORE USE, Design v lid for use only v.In MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �^ Applicabof design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for later pA support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the p p erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek• fabricatto", quality control, storage, delivery, erection and bracing, consult ANSIAFII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf, motion available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash ReslRoofs naat9a7 29432 -EJ20 Jack -Open 2 1 Job Reference (Optional) East Coas(ITruss, FL Pierce, FL 34946 2.1-1 7.630 s Jul 252015 MITeK Inaustnes, Inc. Man sep 21 11:5a:1a 2aio rage l ID:rfPzunRNoiz8nnxT2fgQCKybRkZ-zJGfZWR7CsW07hCZ9WBCcT1 hjt40xlidR2_IxDybQoc Scale =1:7.1 Plate Off ets (X,Y)— 11:0-5-8.0-0-01 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER* 1 BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-1-1 oc purlins. BOT CHORD 2x4 SP No.3 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 s KtAUI IU s. (ID/size) 1=161/0-4-0, 2=26/Mechanical, 3=-5/Mechanical Max Horz 1=41(LC 4) Max Uplift 1 =-94(LC 4), 2=30(LC 4), 3=-5(LC 1) Max Grav 1=161(LC 1), 2=26(LC 1), 3=9(LC 4) FORCES. I (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: $CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp I ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gr p DOL=1.60 2) As requ' sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsl ility 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 t �ss 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 betty en 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 94 lb uplift at joint 1, 30 lb uplift at joint 2 and 5 lb plift at joint 3. 8) "Semi-riliid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02/16/2015 BEFORE USE. Design %)gild for use ony with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applica 'jlify of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for let al 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 fabricof n, quality control, storage, delivery, erection and bracing, consult ANSIRPIi Quality Crilerla, DSB-89 and BCSI Building Component Safety In ormation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. tilIIIII1111 o% CIOI N V, ., ESN S ' . ,��i :o �\ F f No 68182 E OF :�jU� O Joaquln Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash Res./Roofs T7441948 29432 -EJ3A Jack -Open 1 1 Job Reference o iona East Coastl( cuss, FL Pierce, FL 34946 5-4-15 7.630 s Jul 28 2015 MITeK Industries, Inc. Mon sep Zl 11:5a:zu zu1 o rage 1 ID: rfPzunRNoiz8rmxT2fgQCKybRkZ-RVg2msSmz9eFcmljDjR9haniHM1 glynfikJTfybQob i 0-9-8 5-4-15 r o-9-8 4-7-7 LOADING'I(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 TCDL 15.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 110.0 Code FBC2014ITP12007 (Matrix-S) LUMBE TOP Ch BOT Cl- FORCES. NOTES- 1) Wind:, Exp D; plate g 2) As req 3) Plates cl' 4) This trus 5) ` This tin]fit betwei 6) Refer to, 7) Provide r joint 2. 8) This trus sheetroc 2x4 SP No.3 2x4 SP No.3 (lb/size) 1=320/0-8-0, 2=126/Mechanical, 3=36/Mechanical Max Horz 1=108(LC 4) Max Uplift 1=-189(LC 4), 2=-122(LC 4) Max Grav 1=320(LC 1), 2=126(LC 1), 3=70(LC 3) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale: 1"=1' I� yN � 1 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.01 3-7 >999 240 MT20 244/190 Vert(TL) -0.03 3-7 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 16 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sallallgo CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; 13=45ft; L=24ft; eave=4ft; Cat. II; icl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 DOL=1.60 sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ility of the fabricator to increase plate sizes to account for these factors. -eked for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Is has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will n the bottom chord and any other members. irder(s) for truss to truss connections. iechanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint 1 and 122 lb uplift at design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum be applied directly to the bottom chord. ,111111111111111 ,�,�� PpU I N V F� --��� No 68182 r � o ATE OF ` i II/II/If111111,0 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 INARN'(. G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 02116y2015 BEFORE 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. Applicab lity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for later I support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Welk' erector. a�1T dditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 6V� fabdcatiyn, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infdrmatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash Res./Roofs T7441949 29432 -EJ3D Jack -Open 3 1 Job Reference rootionall Truss, Ft. Pierce, FL 34946 3-2-15 7.630 s Jul 28 2015 MITek Industries, Inc. Mon Sep 21 11:59:20 2015 Page 1 ID: rfPzunRNoizBnnxT2fgQCKybRkZ-RVg2msSmz9eFcmljDjRgharFHPlglynfikJTfybQob LOADIN (psi) SPACING- 2-0-0 CSI. DEFL. In (too) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 7 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.00 3-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL j 10.0 Code FBC2014rrP12007 (Matrix-M) TOP BOT NOTES- 1) Wind:, Exp D; plate g 2) As regi 3) Plates 4) This tr 5) ' This fit bete 6) Refer 1 7) Provid 2. 8) "Semi- 2x4 SP No.3 2x4 SP No.3 (lb/size) 1=205/0-4-0, 2=65/Mechanical, 3=17/Mechanical Max Horz 1=64(LC 4) Max Uplift 1=-121(LC 4), 2=-64(LC 4) Max Grav 1=205(LC 1), 2=65(LC 1), 3=35(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:8.5 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; 6=45ft; L=24ft; eave=4ft; Cat. II; 1cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 DO L=1.60 sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the lility of the fabricator to increase plate sizes to account for these factors. t% J1111111ifil ecked for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.V ,�� ' N r�, vF� ss 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 �i E N �00 n the bottom chord and any other members. .'�\C' S�. . 0.1. lirder(s) for truss to truss connections. ri,, • lechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 1 and 64 lb uplift at joint : ; No 68 A 8 2 d pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r .0 : E OF ..� Joaquin Velez PE Nd.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 WAR Design Applica ING -Verfr design aramerersa d n READ NOTES ON THIS AND INCLUDED MITEK E C ll- Y 8 P R FERAN E PAGE M 7473 rev. O2H6201 S BEFORE USE. alid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an Individual building component. "liity of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing Fill' Is for lot(; shown al support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbilllty of the erector. fabricat Safety InfiPrmatlon � ddltlonal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding on, quality control, storage, delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply�LabshzsjRoofsT7441950 ill� 29432 -EJ4A Jack -Open 1 ce o tiona East CI fuss, Ft. Pierce, FL 34946 5-11.15 7.630 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 21 11:59:21 2015 Page 1 I D: rfPzunRNoizBnnxT2fg Q C KybRkZ-vi0 QzCTOkTm 6E7MxHx Eghu6wihh EPC BwuMTsO5ybQoa Scale=1:12.4 11 1 0-9-12 5-2-4 Plate Offsets (X.Y)— 11:0-5-11 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) I/defl Lid PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.02 3-7 >999 240 MT20 244/190 TCDL �15.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.05 3-7 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BQDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 18 lb FT = 0% LUMBER-,11 BRACING - TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT QHO D 2x4 SP No.3 BOT CHORD Rigid calling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIO S. (lb/size) 1=351/0-8-5, 2=142/Mechanical, 3=41/Mechanical sallation guide, Max Horz1=118(LC 4) Max Uplift 1=-215(LC 4). 2=-141(LC 4) Max Grav 1=351(LC 1), 2=142(LC 1), 3=79(LC 3) ��(Ib) FORCES. - Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: Exp D; plate g 2) As regl 3) Plates c 4) ThIs truE 5) This to fit betwe 6) Refer to 7) Provide joint 2. 8) This truE ,E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 DOL=1.60 ted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the lity of the fabricator to increase plate sizes to account for these factors. :cked for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1 the bottom chord and any other members. irder(s) for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 215 lb uplift at joint 1 and 141 lb uplift at design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum be applied directly to the bottom chord. ,`,,111111111r,1I,, � PQU I N VFW ,O GE'Ne No 68182 0 R 1V.. V.. N� 4• 111111111tt% Joaquin Velez PE N6.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 % WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11.7473 rev. OV1612015 BEFORE USE. Design v �iid for use only with Mnek connectors. This design Is based only upon parameters shown, and is for an Individual building component.* ApplicabIty of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown y� Is for late I support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the Mi lek• erector. Ndditional 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 Crllerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infyrmotion available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 lit Job Truss Truss Type Qty Ply Lash Res./Roofs naalssl 29432 -EJ4D Jack -Open 1 1 I Job Reference (optional) East Coat Truss, FL Pierce, FL 34946 4-4.13 6 0 7.630 is Jul 28 2015 MiTek Industries, Inc. Mon Sep 21 11:59:21 2015 Page 1 ID:rfPzunRNoizBrmxT2fgQCKybRkZ-viOQzCTOkTm6E7MxHxEghu6 9hkwPCBwuMTsO5ybQoa LOADIN (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 4 >999 240 TCDL 15.0 I Lumber DOL 1.25 BC 0.16 Vert(TL) -0.01 3-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) LUMBEI TOP CH BOT CH NOTES- 1) Wind:I Exp D; plate g 2) As reqt 3) Plates c 4) This trul 5) This to fit betwe 6) Refer to 7) Provide 2. 8) This tru; 2x4 SP No.3 2x4 SP No.3 (Ib/size) 1=262/0-4-0, 2=99/Mechanical, 3=30/Mechanical Max Horz 1=88(LC 4) Max Uplift 1=-155(LC 4), 2=-97(LC 4) Max Grav 1=262(LC 1), 2=99(LC 1), 3=56(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:10.0 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 DOL=1.60 sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the lility of the fabricator to increase plate sizes to account for these factors. ��I111 � 11111►, ecked for a plus or minus 0 degree rotation about its center. s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. V I N j <' ' �i� ss 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 in the bottom chord and any other members. ,,��OP(�U • `� , Ci E•IV lirder(s) for truss to truss connections. iechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 1 and 97 lb uplift at joint No 68182 f design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and Y" gypsum be applied directly to the bottom chord. ^ 0 I . �:• E OF .� O R 1 O Q N�`�� /l�rliiii►���� Joaquin Velez PE No,68182 MiTek USA, Inc. PL Cert 6634 6904 Parke EastBlvd. Tampa fL 33610 Date: September 21,2015 SC6 WARN NG • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211612015 BEFORE USE. slid Design v for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component.�� Applicab++Ilty Is for late of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown I support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. i Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding n/iiTek• fabdcatid"n, Safety Inftmatlon quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qly Ply Lash Res./Roofsnaalssz I 29432 -EJ5A Jack -Open 2 1 Job Reference (Optional) East Coas(1Truss, Ft. Pierce, FL 34946 5-9-8 7.630 a Jul 282015 MiTek Industries, Inc. Mon Sep 21 11:59:222U1a Page 1 I D:rfPzunRNoiz8nnxT2fgQCKybRkZ-NuyoBYUOVnuzsgx7relvE6f6252sBfR37ODPYXybQoZ Scale = 1:12.4 LOADING11(PSI) SPACING- 2-0-0 CSI. DEFL. in I/deft Ud PLATES GRIP TCLL I20.q Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.02 (loc) 3-7 >999 240 MT20 244/190 TCDL 15.0 � Lumber DOL 1.25 BC 0.30 Vert(TL) -0.04 3-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 110.0 Code FBC2014/TP12007 (Matrix-S) Weight: 18 Ib FT = 0% LUMBERI i BRACING - TOP CHO �, D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIO S. (lb/size) 1=339/0-8-0, 2=137/Mechanical, 3=39/Mechanical Max Horz 1=116(LC 4) Max Upliftl=-201(LC 4), 2=-133(LC 4) Max Grav 1=339(LC 1), 2=137(LC 1), 3=76(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; ,hcl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gri DOL=1.60 2) Plates c jacked for a plus or minus 0 degree rotation about its center. 3) This tru is 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 birder(s) for truss to truss connections, 6) Provide f echanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift at Joint 1 and 133 lb uplift at Joint 2. 7) This trusts design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/." gypsum sheetrock be applied directly to the bottom chord. ® WARN ENO -Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. OV1612015 BEFORE USE, Design veld for use only with MiTek connectors. This design is based only upon parameters shown, and I'- s 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 late�oI support of Individual web members only. Additional temporary bracing fo Insure stability during construction Is the responsibillity of the erector, ddltional permanent bracing of the overall structure Is the responsibllily of the building designer. For general guidance regarding fabdcati gin, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteda, D58.89 and BC51 Building Component Safety Inty�matlon available from Truss Plate Institute, 781 N, Lee Street. Suite 312, Alexandda, VA 22314. ,,%,OPQUIN e.` . • G E N No 68182 E O F UJ Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: September 21,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 I Job I Truss Truss Type Qty Ply Lash Res./Roofs T7441953 29432 -EJ5D Jack -Open 1 1 Job Reference (optional East CoasllTruss,- FL Pierce, FL 34946 2-9.14 7.630 s Jul 28 2016 Mrrek Industries, Inc. Mon Sep 21 11:59:22 2015 Page 1 I D: rf Pzu nR No iz8rmxT2fg Q C KybRkZ-N uyo BYUOVnuzsgx7rely E6fCJ 55X8fR37ODPYXybQ oZ Scale: 1.5"=1' 11 1 0-9-8 2-0-6 Plate Offsets_(X,Y)— f1:0-5-8.0-0-01 LOADINGI(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL �20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.00 4 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL i 10.0 Code FBC2014IrP12007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER III BRACING - TOP CHO,I D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins. BOT CHO D 2x4 SP No.3 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 salialign guide, (lb/size) 1=186/0-4-0, 2=51/Mechanical, 3=10/Mechanical Max Horz 1=56(LC 4) Max Uplift 1=-109(LC 4), 2=-52(LC 4) Max Grav 1=186(LC 1), 2=51(LC 1), 3=27(LC 3) FORCES. 111(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind:, Exp D; plate g 2) As req 3) Plates ct1 4) This trus 5) • This trt fit betwel 6) Refer to 7) Provide 1 2. 8) "Semi-ric ,E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 DOL=1.60 -ted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ility of the fabricator to increase plate sizes to account for these factors. r i 11r r acked for a plus or minus 0 degree rotation about its center. ���,1t 1j111 has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,��� PQV I N VFW 1JI� s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `�� -S ,. Ci E N i the bottom chord and any other members. ,N, �•'�\ F'•�� Irder(s) for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 1 and 52 lb uplift at joint : • N 0 68182 I pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r E OF :1J JJJJrrrrr u��►�� Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 WARNIPG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02116/2015 BEFORE USE. Design vIrluditional d for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicaty of desin parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shownIs for late1 support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of thep'�®�• erector. permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabricatio , quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety InI fmaflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash Res /R00f5 naalssa 29432 li -EJ6A Jack -Open Girder 1 1 Job Reference (optional) East Coasti7russ, Ft. Pierce, FL 34946 5-0-0 7.630 s J0126 2u1b mi I eK Inausines, Inc. Mon aep 2i nay:z[ zu io Faye I ID: rfPzunRNoizBrmxT2fgQCKybRkZ-NuyoBYUOVnuzs9x7relvE6f6o5xUBfo37ODPYXybQoZ 3x4 = 2x4 11 LOADING'I'(psf) SPACING- 2-0-0 CSI. TCLL �20.0 Plate Grip DOL 1.25 TC 0.46 TCDL 15.0 Lumber DOL 1.25 BC 0.71 BCLL 0.0 ' Rep Stress Incr NO WS 0.04 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER-1�1 TOP CHOP 2x4 SP No.2 BOT CHOI D 2x6 SP No.2 WEBS 2x4 SP No.3 DEFL. in (loc) I/defl Ud Vert(LL) 0.09 3-6 >645 240 Vert(TL) -0.12 3-6 >504 180 Horz(TL) 0.01 1 n/a n/a Scale = 1:11.7 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. F Tek recommends that Stabilizers and required cross bracing Installed durng truss erection, in accordance with Stabilizer tallation uide. REACTIO S. (lb/size) 1=537/0-8-0, 3=648/Mechanical Max Horz 1=98(LC 4) Max Uplift I =-357(LC 4), 3=-486(LC 4) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=498/324 BOT CHO D 1-7=-476/620 NOTES- 1) Wind: J1, CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp D; �Icl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grilti DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This tress has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe1"n the bottom chord and any other members. 5) Refer to J irder(s) for truss to truss connections. 6) Provide Il echanical connection (by others) of truss to bearing plate capable of withstanding 357.Ib uplift at joint 1 and 486 lb uplift at joint 3. 7) 'Senm-r4 id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Use Sim son Strong -Tie U24 (4-10d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 1-9-13 from the left end to connect truss(es)IIJo front face of bottom chord. 9) Use Sim son Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent at 3-9-13 from the left end to connect trusses) {o front face of bottom chord. 10) Fill all n it holes where hanger is in contact with lumber. 11) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAS II (S) Standard 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform I loads (plf) ert: 1-2=-70, 3-4=-20 Concentr°ted Loads (lb) %ert: 7=-375(F) 8=-374(F) ,,`I1111t1/IIII' QUIN E•NSF�?,,��i No 68182 E OF It�NA� Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 ® WARNIlJG - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02016 BEFORE USE. Design vo�ty,csi.nd for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component.• Applicab I parameters and proper Incorporation or component Is responsibility of building designer- not truss designer. Bracing shown Is for laferol support of Individual web members only. Additional temporary bracing to Insure stability dudng conslrucllon is the responsibi "N 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 Crllerla, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety I.,J, m. On available from Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash ReORoofs T7441955 29432 -EJSD Jack -Open Girder 1 1 Job Reference (oolionall East CoasliTruss, Ft. Pierce, FL 34946 3-9.5 7.630 s Jul 282015 MiTek Industries, Inc. Mon Sep 21 11;09;2s 20io Page 1 I D:rfPzunRNoiz8rmxT2fgQCKybRkZ-r4VAOuUeF4OgTJ WKOMG8nJCNzU Rjt6hDMgyz4ybQoY Scale = 1:8.5 LQADIN I(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Ildeft vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 3-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.00 3-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 110.0 Code FBC2014rrP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER BRACING - TOP CH0 D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-6 oc purlins. SOT CHORD 2x4 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. Kt:AL;I IU b. (lb/size) 1=218/0-4-10, 2=3/Mechanical, 3=-4/Mechanical Max Ho. 1=70(LC 4) Max Upliftl=-147(LC 4), 2=-62(LC 6), 3=-11(LC 13) { Max Grav 1=218(LC 1), 2=56(LC 17), 3=9(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A P CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat, 11; Exp D; Incl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grl l DOL=1.60 2) Plates decked for a plus or minus 0 degree rotation about its center. 3) This tru s 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 betwer the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide " echanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint 1, 62 Ib uplift at joint 2 and 11 lb tuplift at joint 3. 7) "Seml-ri� d 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) 165 lb down and 117 lb up at 3-4-10 o top chord, and 2 lb down and 53 lb up at 3-4-10 on bottom chord. The design/selection of such connection device(s) is the responsi ility of others. 9) In the L PPD 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=1.25, Plate Increase=1.25 Uniform oads (plf) ert: 1-2=-70, 3-4=-20 Concept ated Loads (lb) 1%ert: 8=89(F) 9=29(F) IWARN(NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,711-7473 rev. 02116/2015 BEFORE USE. Design v41id 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 late}al support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Pdditicnal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatigh, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inf , Fination available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ,�Ililllil/�� oPQUIN J.' GENS'.��.00 e, �\ 00 ft No 68182 r `• rE OF� % it lilt It% Joaquin Velez PE No.68182 Welk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash Res./Roots � T7441958 29432 { -EJ7 Jack -Open 3 1 Ijob Reference (Optional East Coaslijfruss, Ft. Pierce, FL 34946 3x6 II 7.9.8 7.63U s JUI ztf zUlo MI I ok mauslrles, mc. Man Sep zl _i 59.2320 io rage , ID: rfPzunRNoiz8nnxT2fgQCKybRkZ-r4VAOuUeF4OgTJ WKOMG8nJCDfUKQt6hDMgyz4ybQoY I$ Scale=1:21.2 Plate Offs is (X Y)— 11:0-1-14 0-0-101 11:0-1-4 0-11-141 LOADINGI�(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 120.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.23 3-8 >407 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.31 3-8 >302 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.06 2 n/a n/a BCDL I10.0 Code FBC2014/-rP12007 (Matrix-S) Weight: 25lb FT=0% LUMBER BRACING - TOP CHO ID 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEDGE ek r �� MiTecommends that Stabilizers and required cross bracing Left: 2x4 S, No.3 be installed during truss erection, in accordance with Stabilizer REACTIO S. (lb/size) 2=219/Mechanical, 3=89/Mechanical, 1=388/0-5-8 Installation Max Horz 1=249(LC 8) Max Uplift2=-219(LC 8), 3=-22(LC 8), 1=-170(LC 8) Max Grav 2=224(LC 13), 3=129(LC 3), 1=388(LC 1) FORCES., ((lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHO D 1-4=257/134 NOTES- 1) Wind: A CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; ncl., GCpl=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 requ ted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the "ility ��►11 11!/I responsi of the fabricator to increase plate sizes to account far these factors. 3) Plates for 0 degree its ♦��`,QU� N vF,I ��� c ecked a plus or minus rotation about center. �0� OP 4) This trus has been designed for a 10.0 psi bottom chard live load nonconcurrent with any other live loads. 5) `This truss has been designed for live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0 '�ENS'•.2' •. 0� a of on chord all areas where a rectangle wide will••�,� 1$` fit between the bottom chord and any other members. o 6)Refer to Iirder(s)for truss to truss connections. NO 68182 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 2, 22 lb uplift at joint 3 �} �• k and 170 b uplift at joint 1. 8) This trus ' design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/i' gypsum .� sheetrock be applied directly to the bottom chord. ; E OF a : O �� • Joaquin Velez PE No.68182 Mfiek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 WARNI I G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev, 02/16/2015 BEFORE USE. Design vat d for use only with Mnek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicabi'ty of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for later 1 support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the ' WOW erector. ditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info�iinatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type' Qty Ply Lash ResJRoofs T7441957 29432 I -EJ7S Jack -Open 5 1 job a ere ce o do ai Eest Coa It Truss, Ft. Pierce, FL M46 7.630 s Jul 28 2015 MlTek Industries, Inc. Mon Sep 21 11:59:24 2015 Page 1 1 ID:rfPzunRNoiz8rmxT2fgQCKybRkZ-JH3YcEVG008h5T5Wy3nNJXkRDuifcWjjMaKiWcQybQoX 1-3-0 6-6-8 I$ 7x6 = Scale = 1:20.7 1-3-0 7-9-8 0-5-8 6-6.8 Plate Offsets X Y — 5:0-4-4 0-2-12 LOADIN (psD SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.07 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.19 4-5 >419 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2014/1`1312007 (Matrix-S) Weight: 25 lb FT = 0% LUMBER{,;I BRACING - TOP CHOIRD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 F MiTek recommends that Stabilizers and required cross bracing III be installed during truss erection, in accordance with Stabilizer jlasIgligtigo Rl Acrly 5. (lb/size) 3=1 90/Mechan ical, 5=445/0-5-8, 4=61/Mechanical R Max Harz 5=249(LC 8) Max Uplift3=-197(LC 8), 5=-292(LC 8) i Max Grav 3=196(LC 13), 5=445(LC 1), 4=112(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO ,,D 1-2=-535/485 BOT CHO D 1-5=-636/700 WEBS 2-5=-579/695 NOTES- 1) Wind: ACE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp D; pcl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gri DOL=1.60 2) As requ ' ted, 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 c6'ecked 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 t I s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe "n the bottom chord and any other members. 6) Refer to "Irder(s) for truss to truss connections, 7) Provide "echanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 3 and 292 lb uplift at joint 5. 8) This trus I design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetroc„ be applied directly to the bottom chord. kS WARNI G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. Design v2d for use onlywith Mnek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicab ,ity of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lafe�' I support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. "dditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatloh, quality control, storage, delivery, erection and bracing, consult ANSI/71`I7 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ,,/11111111111 oPQUIN .� J . GE•NS' No 68182 X ;�. E OF o �� • �0NALE�C�,. 11111111111�, Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 I V Ik' 6904 Parke East Blvd. Tampa, FL 33610 yf 1 Job Truss Truss Type Qty Ply ash ResJRoofs 1L.IoR.farence(ontional) T7441958 29432 -HJ7 Diagonal Hip Girder 1 East Coas'ITruss, Ft. Pierce, FL 34946 7.630 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 21 11:59:25 2016 Page 1 ID:rfPzunRNoiz8rmxT2fgQCKybRkZoTdwpaWuniGYjcgiWnlcskHbrlOkLxxWp R39sybQoW 5-9-4 10.11.E r 5-9-4 5-2-3 Scale = 1:21.3 ,,,� 3X6 = 5 3x8 11 11!1-0-11 -3.1 ' 4-4-11 5-2-3 _Plate _Offs'ts (X.Y)— f1:0-3-4.0-0-11, fl:0-0-6.Edgel LOADING I(psf) SPACING- 2-0-0 CSI. DEFL. in I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 (loc) Vert(LL) 0.05 6-7 >999 240 MT20 244/190 TCDL �115.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.10 6-7 >999 180 BCLL 0.0 - Rep Stress Incr NO WB 0.34 Horz(TL) -0.01 6 n/a n/a BCDL 0.0 Code FBC2014/TP12007 (Matrix-M) Weight: 49 lb FT = 0% LUMBER- � TOP CHO 11 D 2x4 SP No.2 BQT CHORD 2x4 SP No WEBS 2x4 SP No.3 WEDGE I Left: 2x4 S„ No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-10-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO S. (lb/size) 6=526/Mechanical, 1=416/0-7-12 Max Horz 1=307(LC 7) Max Uplift6=-412(LC 5), 1=-308(LC 8) FORCES. Pb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-233/263, 1-13=-768/656, 13-14=-776/627, 2-14=718/589 BOT CHO D 1-8=-379/230, 1-16=-703/669, 16-17=-703/669, 7-17=-703/669, 7-18-703/669, 6-18=-703/669 WEBS ` 2-6=-641/590 NOTES- i 1) Wind: A ICE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Ercl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gripilDOL=1.60 2) Plates C 1 cked for a plus or minus 0 degree rotation about Its center. 3) This trust" been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This tru s has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe4l the bottom chord and any other members. 5) Refer to 6Irder(s) for truss to truss connections. 6) Provide 'Mechanical connection (by others) of truss to bearing plate capable of withstanding 412 lb uplift at joint 6 and 308 lb uplift at joint 1. 7) Semi -rig d pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s II or other connection device(s) shall be provided sufficient to support concentrated load(s) 115 lb down and 92 lb up at 2-5-3. 93 lb do n and 87 lb up at 2-5-3. 117 lb down and 112 ib up at 5-3-2, 149 lb down and 145 lb up at 5-3-2, and 186 lb down and 201 lb up at 8-1 11, and 187 lb down and 201 lb up at B-1-1 on top chord, and 13 lb down and 40 Ib up at 2-5-3, 50 lb up at 2-5-3, 9 lb down and 23 Ib � p at 5-3-2, 28 lb down and 35 lb up at 5-3-2, and 42 lb down and 29 lb up at 8-1-1, and 49 lb down and 48 lb up at 8-1-1 0 bottom cord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOI`D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASFI)(S) Standard 1) Dead + R�jof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ® WARNI G -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 02/16/2015 BEFORE USE. Design va d for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabi i)y of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for later I support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilllty of the erector. q'dditionol permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricatioH, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inlo`jnallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. n ,���►tlllr/���I' .,It%�� IN N vF� ESN S�. .� No 68182 E OF ��trnit�� Joaquin Velez PE No.68182 MTTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: September 21,2015 MiTek' 69D4 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash Res./Roofs29432 1�� �-HJ7 Diagonal Hip Girder 1 1T7441958 o Reference (optional test Goasig fuss, m. merce, FL 3494b LOAD CAPE(S) Standard Unifo Loads (plf) Vert: 1-3= 70, 3-4=-30, 5-8=-20 ConCe rated Loads (Ib) I Vert: 13=140(F=53,B=87)14=36(F=1 r.bau s dw zo zu ib mi r eR inousmes, inc, moiloep c i reeo a I D: rfPzunRNolz8rmxT2fgQ CKyb RkZ-oTdwpa Wuni Grcg i WnlcskH bflOkLxx Wp_R39sybQo W B=34) 15=-106(F=-54, B=-52) 16=28(F=3, B=25) 17=-1(F=-12, B=12) 18=-63(F=-26, 8=-37) ® WARNI i ppG - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02(16/2015 BEFORE USE. Design vogd for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicabilj.. of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for later bb support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Irmo, erector, additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrications quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infoimation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply Lash ResJRoofs naals6s 29432 -HJ7S Diagonal Hip Girder 2 1 Job Reference (optional) East Coast Fss, Ft. Pierce, FL 34946 7.630 s J01 2e 201b MI I eK Inaustnes, mc. Mon Sep 2l 11faa:25 20 io Fagu i ID:rfPzunRNoizBnnxT2fgQCKybRkZ-oTdwpaWuniGYjcgiWnlcskHdGl1 HLx4Wp_R39sybQoW i 1-11-4 6-3.10 10-11-8 1.11.4 4-4-6 4-7-14 Scale = 1:20.6 i 1-a14 1-11.4 6-3-10 10.11-8 1.0-14 0-16-6 4-4-8 4-7-14 Plate OffsLts (X,Y)-- f8:0-4-0.0-6-01 LOADINGf(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.04 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.07 6-7 >999 180 BCLL j 0.0 ' Rep Stress Incr NO WE 0.33 Horz(TL) -0.01 6 n/a n/a BCDL j10.0 Code FBC20141TP12007 (Matrix-M) Weight: 51 lb FT = 0% TOP CHO�D 2x4 SP No.2 130T CHOf�D 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-8: 2x8 SP No.2 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 guid REACTIO S. (lb/size) 8=375/0-10-3, 6=41 1 /Mechanical Max Horz 8=253(LC 5) Max UpliftB=-383(LC 8), 6=-316(LC 5) Max Grant 8=469(LC 29). 6=411(LC 1) FORCES. i(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOI,D 1-2=-406/268, 2-12=-808/629, 12-13=-756/608, 3-13=-720/551 BOT CHORD 1-8=261/417, 8-15=-266/165, 15-16=-266/165, 7-16=-272/171, 7-17=-658/727, 6-17=-653/739 WEBS 2-8=-507/366, 2-7=-635/860, 3-6=-640/540 NOTES- i 1) Wind: A CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; 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`IDOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This trust has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This tN s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betw4(I the bottom chord and any other members. 5) Refer to 01rder(s) for truss to truss connections. 6) Provide Mechanical connection (by others) of truss to bearing plate capable of withstanding 383 lb uplift at joint 8 and 316 lb uplift at joint 6. 7) "Semi -rig d pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s i or other connection device(s) shall be provided sufficient to support concentrated load(s) 160 lb down and 173 lb up at 2-5-3, 114 lb do' n and 132 lb up at 2-5-3, 132 lb down and 116 lb up at 5-3-2, 135 lb down and 124 lb up at 5-3-2, and 151 lb down and 182 Ib up at t#r1-1, and 172 Ib down and 187 lb up at 8-1-1 on top chord, and 50 lb up at 2-5-3, 46 lb up at 2-5-3, 14 lb down and 22 lb up at 5-3-2, 111 Ib down and 21 lb up at 5-3-2, and 34 lb down and 16 lb up at 8-1-1, and 36 lb down and 15 lb up at 8-1-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LO II D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). LOAD CASE(S) Standard it WARN rf G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 02/16/2015 BEFORE USE. Design vc lid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicab Ity, of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for later 31 support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector, dditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatic�, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ,'VIttIIIII,/i/ No 68182 E OF .� 'tit /►1►I111� Joaquin Velez PE No.68182 MITek USA, Inc. FL Pert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job I Truss Truss Type. city Ply 7LashResMoofsT7441959 29432 -HJ7S Diagonal Hip Girder 2nce (optional East Coast Truss, Ft. Pierce, FL 34946 Lost/ SJ0l La Lida MIl eR lnUaiteGi, InG. mmi aoyai 4j.ua - w rago. ID:rfPzunRNoiz8rmxT2fgQCKybRkZoTdwpaWuniGYjcgiWnlcskHdGl1 HLx4Wp_R39sybQoW LOAD CSE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo I Loads (plf) Vert: 1-4=-70, 4-5=-30, B-9=-20, 6-8=-20 Con c trated Loads (Ib) , Vert: 12=149(F=86, B=64) 13=67(F=38, B=30) 14=-59(F=-27, B=-32) 15=48(F=25, B=23) 16=9(F=6, 13=4) 17=-31(17=14, B=-16) AWARDING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 021101201E BEFORE USE. '!'� • Design vplid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. b Applica jllty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for WE 1al support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the MiTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabdcati in, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Ini Iormoflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type City Ply Lash Res./Roofs naatsso 29432 jlj� [russ HJ7S1 Diagonal Hip Girder 1 1 Job Reference (Optional) East coast russ, Ft. Pierce, FL 34945 I.630 s Jul z6 zulo m1I eK Inausines, Inc. man zap n I r.—o —w ray. i ID:rfPzunRNoiz8nnxT2fgQCKybRkZ-GfBJ 1 wXWY7PPKm Ev4UprOygkp!Ls4Ozf2eBdhJybQoV 1-7-11 6.1-14 10-11-8 _ 1-7-11 4-6.2 4-9-10 Scale = 1:21.1 4 5 9 6x8 = Ill , 1-0.5 , 0-7-6 4-6-2 4.9.10 Plate Offs is X Y -- 9:0-6-4 0-0-6 LOADING (psf) SPACING- 2-0-0 CSI. PLATES GRIP TOLL ?0.0 Plate Grip DOL 1.25 TO 0.72 DEFL. in (loc) I/deft L/d Vert(LL) 0.14 8 >777 240 MT20 244/190 TCDL i15.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.18 7-8 >612 180 BOLL 1 0.0 ' Rep Stress Incr NO WB 0.35 Horz(TL) 0.02 7 n/a n/a BCDL 0.0 Code FBC2014/TP12007 (Matrix-M) Weight: 44 lb FT = 0% LUMBER-�BRACING- TOP CH0 1� 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins, except BOT CHO D 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 5-11-8 oc bracing. 2-9: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sta la 'on qUide, REACTIO S. (lb/size) 9=469/0-7-0, 7=551/Mechanical Max Horz 9=251(LC 21) Max Uplift9=-414(LC 8), 7=-420(LC 5) Max Grav 9=479(LC 29), 7=551(LC 1) FORCES. I1b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOV 1-2=-1201/930, 2-13=-1105/882, 13-14=-1083/861, 3-14=-1005/791, 3-15=-274/189 BOT CHORD 1-9=-937/1243, 9-16=-885/997, 16-17=-883/992,8-17=-888/998, 8-18=-899/1004, 7-18=-894/1015 WEBS I 2-9=-488/404, 3-7=-842/736 NOTES- �f11111// 1) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II;uIN Exp D; El cl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip��OL=1.60 .%0 PP .... ,0 •' • c, E•N • • �� ��� 2) Plates chi cked for a plus or minus 0 degree rotation about its center.••'�� %% s�`••, 00� 3) This trussfhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. % 4) ' ThiS tru � has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will No 68182 fit betwee° the bottom chord and any other members. �• •; 5) Refer to i der(s) for truss to truss connections. �chanical 6) Provide connection (by others) of truss to bearing plate capable of withstanding 414 lb uplift at joint 9 and 420 lb uplift at .� I joint 7. 7) "Semi -rig!' pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, e E OF •• 8) Hanger(s) other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 113 lb up at 2-5-3, . I P •• _�� 114 lb don and 132 lb up at 2-5-3, 203 lb down and 178 lb up at 5-3-2, 135 lb down and 124 lb up at 5-3-2, and 269 lb dawn and 245 O F 1 �.• �% • lb up at BL1-1, and 172 lb down and 187 lb up at 8-1-1 on top chord, and 47 lb up at 2-5-3. 46 lb up at 2-5-3, 48 lb up at 5-3-2, 16 lb...... • �� �� down andl2l lb up at 5-3-2, and 48 lb up at 8-1-1, and 36 lb down and 15 lb up at 8-1-1 on bottom chord. The design/selection of �(111111�1 such congqe�ction devlce(s) is the responsibility of others. 9) In the LO/'b CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Joaquin Velez PE No.68182 LOAD CAS S) Standard MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 WARNI� W G - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown I�suppori is for later of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. A ditional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricatio ;I quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component MiTek' 6904 ParkeBlvd. e East East Safety Inlo aflon available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandra, VA 22314. Tampa, Job Truss Truss Type Qty Ply Lash ResJR00fs naat9so 29432 JI� -HJ7S1 Diagonal Hip Girder 1 1 �Job Reference (optional) tast coasp i russ, m. Fierce, FL 34946 f.bJU s Jul Za ZU10 ml l eK Inausines, Inc. Mon aep Z I 1 1;0V;4o —10 rayv t ID:rfPzunRNoizBnnxT2fgQCKybRkZ-GfBJ 1 wXWY?P PKm Ev4UprOygkpiLs40zf2eBdhJybQoV LOAD CASES) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unlfor7 Loads (pit) Vert: 1-4=70, 4-5=-30, 9-10=-20, 7-9=-20 Conce trated Loads (lb) tl Vert: 13=88(F=64, B=24) 14=-34(F=30, B=-64) 15=-186(F=-32, B=-154) 16=47(F=23, B=23) 17=28(F=4, 6=24) 18=8(F=-16) ® WARN{ G • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/16/2015 BEFORE USE. Design va lid for use only with MITek connectors. This design is based only upon parameters shovm, and Is for an Individual building component. Appllcablity of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for late(al support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the MAW k• erector. 6dditional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fafety InI0. quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Into motion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, 1! p , FL 33610 1 s I Job Truss Truss Type Qty Ply Lash Res./Roofs naalssl 29432 A01 Common Structural Gable 1 1 - o Reference o do a o•ov omc o�• � East Coast cuss, Ft, Pierce, FL 34946 r.wu s.,m co cv,:,—o",���.,.__._. __._ . _,_ . R ID:rfPzunRNoiz8rmxT2fgQCKybRkZ-ksihEGX9JJXGywp5dBL4x9MOn6jgpogpGlwADlyb000 5-9.4 1G-10.12 16-0-4 21-9-8 5-14 5-1-8 5-1-8 5-9-4 Scale = 1:43.5 2x4 = 4x4 = I$ 3x8 II 1x4 II 1x4 II 3x4 = 1x4 II 3x4 — 3x4 = 3x4 = V 13 12 11 10 9 8 1x4 II 3x4 = 1x4 II ` I 1x4 I 1x4 II i 12-9- 9 8 7-5-12 14-3-12 21-9-8 I 0.9.8 B-8-4 6-9-15 7-5.12 Plate Offs '1s (X Y) f1:0 0 4 Edcel fl:0 1 14 0 0 21 f3.0 2 0 0 0 121 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 90.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.05 6-26 >999 240 MT20 244/190 TCQL 15.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.15 6-26 >856 180 BCLL 110.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 118 lb FT = 0% LUMBER- Ifl BRACING - TOP CHOI1, D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHOK 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. 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 WEDGE I I Installglioa Left: 2x4 S�f No.3 REACTIO S. All bearings 10-8-0 except Qt=length) 5=0-8-0. (I I - Max Horz 1=-182(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 8, 13 except 5=-358(LC 8), 10=-670(LC 8), 1=-102(LC 8) Max Grav All reactions 250 lb or less at joint(s) 8, 9, 11, 12, 13, 1, 1 except 5=593(LC 1), 10=935(LC 1) FORCES. Jtlb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHOR D 2-3=-47/339, 3-4=-643/506, 4-5=-947/564 SOT CHORD 5-6= 646/1086 WEBS J;i 3-6=-327/525, 4-6=-390/378, 3-10=-791/471, 2-10=-370/366 NOTES- 1) Unbalanctgd 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=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Etibl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gripl;6OL=1.60 3) Truss de 'gned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable En Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Plates ch I cked fore plus or minus 0 degree rotation about its center. 5) Gable studs spaced at 2-0-0 cc. 6) This trus pas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This tru Is has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee ° the bottom chord and any other members. 8) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 13 except (jt=lb) 5=358, 1 r111 670, 1=102, 1=102. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and Y" gypsum sheetrock �e applied directly to the bottom chord. A WARN14G - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 02/16/2015 BEFORE USE. Design va% for use only with Mifek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicabilj, of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for later support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatioA'l quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Info�'mofion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. %,11111111111/l/' DENS No 68182 r r .T E O F r � p � �0 N A t% %% 111111 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 V MiTek' 6904 Parke East Blvd. Tampa, FL 33610 tl Job Truss Type Qty Ply Lash Res./RoofsT7441962 29432 V' ITruss A02 ROOF TRUSS 7 1 Job Reference (optional) 3x8 = 4-0-8 44 = ID:rfPzur,RNoi78rn xi2fg66KybRkZ-6iJ3RbYn4df7a4OHBvsJTNv2eVxiYDRyVygklBybQoT 4.0-8 5 2x4 = 2x4 = 5.00 12 4 6 1x4 II 12 3 1x4 II 11 10 1x4 II 3x8 M18SHS = 6-10.4 Scale = 1:36.8 9 1x4 II 3x6 = LOADING Isf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 0.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.37 9-11 >701 240 TCDL 5.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.84 9-11 >311 180 BCLL 1 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) 0.04 8 n/a n/a BCDL 0.0 Code FBC2014rrP12007 (Matrix-S) Attic -0.25 9-11 407 360 LUMBER- �� TOP CHO ,P 2x4 SP No.1 BOT CHO D 2x4 SP No.1 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-0-0 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 86 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installatioo aulde, REACTIONS. (lb/size) 8=999/0-8-0, 1=1046/0-8-0 Max Horz 1=-182(LC 6) Max Uplift8=-543(LC 8), 1=-567(LC 8) Max Grav 8=1050(LC 15), 1=1095(LC 14) FORCES. lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-549/485, 1-1=-424/85, 1-2=-289/278, 2-3=1671/747, 3-4=-1444/781, 4-5=-188/457, 5-6=-190/465, 6-7=-1439/779, 7-8=-2716/1450 BOT CHORDD 1-20=-619r712, 1-16=-513/1432, 1-11=-513/1432, 10-11=-513/1432, 9-10=-513/1432, 8-9=1815/3350 WEBS ! 3-11=0/370, 7-9=0/324, 4-12=-1956/1059, 6-12=-1956/1059 NOTES- 1) Unbalanc 2) Wind: AS Exp D; EI plate grip 3) All plates 4) Plates ch 5) This truss 6) ' This tru: fit betwee 7) Ceiling d( 8) Bottom cl 9) Provide IT 1=567. 10) This true sheetro( 11) ATTIC 8 I$ J roof live loads have been considered for this design. �II1111111111 011 N E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; I., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 �S�� Poi ' • F� 4- 01 lOL=1.60 `�% ,0 G E•N SF�•• re MT20 plates unless otherwise Indicated. �� •'��,� ;ked for a plus or minus 0 degree rotation about its center. No 68182 e �; Las been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * ,• ,� has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will e ` the bottom chord and any other members. ^, •/ / d load (5.0 psf) on member(s). 3-4, 6-7, 4-12, 6-12 rd live load (20.0 psf) and additional bottom chord dead load (0.0 pelf) applied only to room. 9-11 y� �, .� ^' E OF •� 0 • chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 8=543, i� Q+,,• �� design requires that a minimum of^ structural wood sheathing be applied directly to the top chord and Y2" gypsum .. /p be applied ectto the bottom chord, ACE SHOWN IS DESIGNED AS UNINHABITABLE. 'I N A 'III1! 1 ii1 ii3O% Joaquin Velez PE ND.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: September 21,2015 WARNI ' G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based any upon parameters shown, and Is for an individual building component.' Appllcabil t'y of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for later ( support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the A y' erector. A � ditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IYI i Lek• fabrication quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforlmation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash Res./Roofs T7441963 29432 li A03 Hip 2 1 � Job Reference (optional East Truss, Ft. Pierce, FL 34946 7.630 s Jul 28 2015 MITek Industries, Inc. Mon Sep 21 11:59:28 2015 Page 1 ID:rfPzunRNoizBrmxT2fgQCKybRkZ-C2J3RbYn4df7a40HBvsJTNv7bVxPY8KyVygklBybQoT i 1-5.8 5.7-8 9-9-8 12.0.0 16-6-12 21-9-8 1-5-8 4-2.0 4-2-0 2-2-8 4•G12 5.2.12 Scale = 1:39.0 8x12 i 5.00 12 4x4 3 2.50 12 04 = Sx5 = 5x8 = 5x5 = 2x4 = 6 110-9-8 -S-0 8-8-0 2-4-0 Plate Ooets X Y— 3:0-0-0 0-2-0 9:0-2-12 0-2-6 10:0-3-8 0-5-12 LOADIN lil (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.27 8 >889 240 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.58 8-16 >421 180 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.25 7 n/a n/a BCDL 1 10.0 Code FBC2014rTPI2007 (Matrix-S) TOP CHORD 2x4 SP No.2 BOT CH D 2x4 SP No.2 WEBS 2x4 2x4 SP No.3'Except' 2-10: 2x6 SP No.2 3x6 ZZ PLATES GRIP MT20 244/190 Weight: 100 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer u'd REACTIO S. (lb/size) 7=903/0-8-0, 10=1058/0-8-0 Max Horz 10=164(LC 7) Max Uplift7=-532(LC 8), 10=-709(LC 8) FORCES.1 (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO, D 1-2=-324/146, 3-4=-2074/1151, 4-5=-1942/1153, 5-6=-2371/1307, 6-7=-3049/1839 BOT CHO D 1 -1 0=-1 87/428, 9-1 0=-1 049/1903, 8-9=-891/2003, 7-8=-1624/2828 WEBS I 2-10=-272/388, 3-10=-2095/1352, 4-9=-276/576, 5-8=-335/712, 6-8=-663/630 NOTES- 1) Qnbalanced 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=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; C^ncl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gr$ DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates : ° ecked for a plus or minus 0 degree rotation about its center. 5) This tru�s 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 lit joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bean � surface. 8) Provide. connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 7=532, 10=709. 9) truss) design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and'%" gypsum sheetrock be applied directly to the bottom chord. WARN {VG - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211612015 BEFORE USE, Design v `lid for use only with Wok connectors. This design Is based only upon parameters shown, and is for an individual building component. Applica Ijty of design parameters and proper incorporation of component Is responsibility of building designer - not truss.designer. Bracing shown is for late', I support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. {1,-Illonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tabricatldP, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, D5B-89 and BC51 B011ding Component Safety In1 4matlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. %OtI1111111111111 ° �O-',GEN`SF������ i� o N68182 � r � 41J Z E OF ..� r d 'O N A` E.�,��� °Mirn110 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610, Date: September 21,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash Res./Roofs naalssa 29432 A040 Hip Girder 1 1 Job Reference (ootionall r as, I... p,russ, rt. Mary., ri- — 5.00 12 I i i I2 1 II II 0 12 21 3x4 - 8x8 = 2.50 12 3-1-4 5x8 M18SHS = 1x4 II 3 19 4 20 11 22 10 23 5x10 M18SHS = 3x8 = ..-_. ...--._-__._ . _'I . ID:rfPzunRNoizBrmxT2fgQCKybRw.- i;RfxZPrwn_BEzUIcNYOaSCXvJJHgE5kcPHldybQoS 3-1-4 3.6-12 4-2-12 5x8 M18SHS = 5 3x4 6 Scale = 1:38.2 24 9 7 6x8 M18SHS = 8 J� 1x4 II Idj LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d TCLL 0.0 Plate Grip DOL 1.25 TC 0.88 Ver-I 0.64 9-10 >380 240 TCDL 5.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.86 9-10 >283 180 BCLL I0.0 • Rep Stress Incr NO WB 0.70 Horz(TL) 0.41 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER. TOP CHOI BOT CHOI WEBS REACTIOI FORCES. TOP CHOI BOT CHOI WEBS NOTES. 1) Unbalar 2) Wind: AS Exp D; En, plate grip 3) Provide ad 4) All plates t�, 5) Plates the 6) This truss 7) • This truss fit betweer 8) Bearing at of bearing 9) Provide mi 12=1365, 10) "Semi -rig 11) Hanger(s 7-9-8, 20 top chord and 2 lb r 3x10 = PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 101 lb FT = 0% BRACING- 2x4 SP 285OF 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins. 3-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-10-12 oc bracing. 2x4 SP 285OF 1.8E *Except* WEBS 1 Row at midpt 2-11 1-12,11-12: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing 2x4 SP No.3 *Except* be installed during truss erection, in accordance with Stabilizer 2-12: 2x6 SP No.2, 2-11: 2x4 SP No.1 Installation uide (lb/size) 7=165010-8-0, 12=1861/0-8-0 Max Horz 12=131(LC 7) Max Uplift 7=-1134(LC 8), 12=-1365(LC 8) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-979/729, 2-3=-5116/3543, 3-19=-5498/3933, 4-19=-5498/3933, 4-20=-5498/3933, 5-20=-5498/3933, 5-6=-6187/4358, 6-7=-6003/4154 1-12=-823/1060, 12-21=-183/342, 11-21=-110/283, 11-22=-3195/4802, 10-22=3195/4802, 10-23=-3541/5261, 23-24=-3541/5261, 9-24=-3541/5261, 8-9=-3813/5596, 7-8=-3776/5541 2-12=-1961/1610 2-11=-3104/4588 3-11=-650/1094 5-9=-1222/1839 4-10=-411/385 5-10=-278/406, 3-10=-5731923, 6-9=-828/856 ,11111 *4o% P4U I N' I roof live loads have been considered for this design. ��'•\ G E•N S •• �� i 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=2411; eave=4ft; Cat. 11; �' 1�1•..• GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ; • No 68182 OL=1.60 .quate drainage to prevent water ponding. e MT20 plates unless otherwise Indicated. ked for a plus or minus 0 degree rotation about its center. e as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F 0O :� 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 the bottom chord and any other members. Q oint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity li�x ' ~° �: •' �� ��� urface. J,��i IO N A ,hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 7=1134, "111111 L E ���� ���� 1 pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 or other connection device(s) shall be provided sufficient to support concentrated load(s) 205 lb down and 229 lb up at MiTek USA, Inc. FL Cert 6634 Ib down and 229 Ib up at 9-10-4, and 205 Ib down and 229 Ib up at 11-11-4, and 205 lb down and 229 lb up at 14-0-0 on 6904 Parke East Blvd. Tampa FL 33610 and 383 Ib down and 344 Ib up at 7-9-8, 72 Ib down and 2 Ib up at 8-1-8, 72 Ib down and 2 Ib up at 9-10-4, and 72 ib down Date: at 11-11-4, and 564 lb down and 451 lb up at 13-11-4 on bottom chord. The design/selection of such connection September 21,2015 n WARNINP -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicabilio, 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 responslbillity of the 11�iTek• erector. Aditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication,jjquality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforr�atlon available from Truss Plate Institute, 761 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 n Truss Truss Type Qty PlyTJobRe Roofs Pob naalssa 2 A04G Hip Girder 1 ence (optional) East Coast Truss, Ft. Pierce, FL 34946 7.630 s Jul 282015 MITeK Industries, Inc. Mon Sep Zl 11:ov:zu zulo rage z ID:rfPzunRNoiz8rmxT2fgQCKybRkZ-gEtRfxZPrwn BEzUlcNYOaSCXvJJHgE5kcPHldybQoS 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CgSE(S) Standard 1) Dead 11, Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo �� Loads (plf) II Vert: 1-3=70, 3-5=-70, 5-7=-70, 12-13=-20, 11-12=-20, 9-11=-20, 9-16=-20 Conc (�trated Loads (lb) �dl Vert: 3=-120(8) 5=120(B) 11=-41(B) 19=120(B) 20=120(B) 21=383(B) 22=41(B) 23=-41(B) 24=-564(B) WARA#r G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02/16/2015 BEFORE USE. f Design vyyLL`lid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component.' Applical: ity of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for late I 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 iTek• fabricafi )t, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Inf�Irmation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash ResJRoofs naalsss 29432 A05G Hip Girder 1 1 Job Re ere ce o tional easy 1­;jl cuss, rr. rie , — anaao 1-5-8 6-4-0 1-2-0 2-0-0 I 4x8 M18SHS = f I 5.00 3 23 12 E I 2 15 14 it SS IOMI8SHS 3-D-8 3-6-14 4-2-10 1x4 II 48 M18SHS = 4 24 5 3x4 6 13 a = 7 >G8 25 12 27 11 28 10 3x4 Bx8 = 2.50 12 1x4 II 1x4 II 5x6 = LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO BOT CHO WEBS OTHERS FORCES. TOP CHO BOT CHO WEBS Scale = 1:38.3 9 8 L�!<I 5x5 WE = 3x6 = 1x4 II 1(X,Y)- f1:0-0-6 Edoel 13:0-5-4.0-2-01 f5:0-6-4 0-2-01 f7:0-0-6 0-0-01 f10:0-2-12 0-2-121 f13:0-2-8 0-2-121 f15:0-3-4 0-2-81.f16:0-5-12.0-3-01 ISO SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP 0.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.49 13 >493 240 MT20 244/190 5.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.64 13 >382 180 M18SHS 2441190 0.0 ' Rep Stress Incr NO WB 0.77 Horz(TL) 0.28 7 n/a n/a 0.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 116 lb FT = 0% BRACING- 2x4 SP 285OF 1.8E *Except* TOP CHORD 3-5: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 `Except' WEBS 13-15,7-9: 2x4 SP No.1 20 SP No.3 *Except* 2-16: 2x6 SP No.2, 2-15: 2x4 SP No.1, 10-13,5-13: 2x4 SP No.2 2x4 SP No.3 (lb/size) 7=1750/0-8-0, 16=1907/0-8-0 Max Horz 16=131(LC 7) Max Uplift7=-1244(LC 8), 16=-1432(LC 8) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=1143/860. 2-3=-5337/3821, 3-23=-568314233, 4-23=-5683/4233, 4-24=-5641/4211. 5-24=-5641/4211, 5-6=-3492/2647, 6-7=-3669/2652 1-16=-957/1229, 16-25=-1201330, 15-25=-178/405, 14-15=-3464/5021, 14-26=-3464/5021, 13-26=-3464/5021, 9-10=-2343/3317, 8-9=-2343/3317, 7-8=-2343/3317 2-16=-202511690 2-15=-3268/4656 3-15=-720/1179 5-1 n= 659/478 6 10- 475/466 Structural wood sheathing directly applied or 2-1-5 oc purlins. Rigid ceiling directly applied or 3-4-9 oc bracing. 1 Row at midpt 2-15 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide V 4-13=-434/405, 3-13=-614/882, 10-13=-2389/3398, 5-13=-2053/2921 II �N VFW �i NOTES- d roof live loads have been considered for this design. �c� PQU , G E•N 2) Wind: AS6,E Exp D; Eo' 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. 11; I., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 NO 68182 • plate grip 3) Provide aequate DOL=1.60 drainage to prevent water ponding. 4) All plates re re MT20 plates unless otherwise indicated. •� 5) Plates ch kad for a plus or minus 0 degree rotation about its center. E OF : 6) This truss . been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • 7) This trusshas fit betweer 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 the bottom chord and any other members. w Q p P •' \_�; OR I 8) Provide m 16=1432. chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=1244, -1i , • .. ... • •�C% ,�� /ONM-;; 9) "Semi-rfgic pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `��. �� ���111111110 10) Hanger(s or other connection device(s) shall be provided sufficient to support concentrated load(s) 205 lb down and 229 lb up at Joaquin Velez PE No.68182 7-9-8, 22 top char lb down and 252 lb up at 9-10-4, and 226 lb down and 252 lb up at 11-11-4, and 226 lb down and 252 lb up at 14-0-0 on , and 383 lb down and 344 lb up at 7-9-8, 72 lb down and 2 lb up at 8-1-8, 89 lb down and 42 lb up at 9-10.4, and 89 Ib MITek USA, Inc. FL Cert 6834 doyen an I42 Ib up at 11-11-4, and 567 Ib down and 482 Ib up at 13-11-4 on bottom chord. The design/selection of such connection 6904 Parke East Blud, Tampa FL 33610 Date: device(s)),Js the responsibility of others. 11) In the LO , D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). September 21,2015 9 t1V/172%J}WI Design voli VWri%j1 i%'slj47 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02/16/2015 BEFORE USE, for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. ' , Applicabili of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for latera 'support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek' erector. A fabric atlonlllquality ditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infor)naflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash Res./RoofsT7441965 29432 ji A05G Hip Girder 1 1 Job Reference (optional) East Gcasl,ITrUss, Ft. Pierce, 1-L 34945 /.OJU J JW— cu i 6 W, CS eWuuu m., nm. muu .acF c, .w.vvww.,.e,... ID: rfPzunRNoiz8nnxT2fgQCKybRkZ-BRQpsHalcEvrpOYgJKunZo NcJc406RFzG9gg4ybQoR LOAQ C 'SE(S) Standard 1) Dead i Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-7=-70, 16-17=-20, 15-16=-20, 14-15=-20, 12-20=-20 Conce ' trated Loads (lb) Vert: 3=-120(F) 5=-149(F) 15=-41(F) 10=567(F) 23=-149(F) 24=-149(F) 25=-383(F) 26=69(F) 28=-69(F) ® WARN G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with Mirek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicabfiity of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for later'' I 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 Inforcition available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job ( Truss Truss Type Qty Ply Lash Res./Roofs T7441966 29432 A06G Hip Girder 1 1 Job Reference (optional East Coa !jTruss, Ft. Pierce, FL 34946 '7.630 s Jul 28 2015 MTek Industries, Inc. Mon Sep 21 11:59:31 2015 Page 1 ID:rfPzunRNoizBrmxT2fgQCKybRkZcd_C4dafNY1hRX7ss1P057XYmjx IWNOBwuOMWybQoQ 5-9-B 10.1-0 14.4-11 17-7-5 21-9-8 5-9-8 4-3.8 4-3-11 _ 3-2-10 4-2-3 l j Scale = 1:37.8 II 1.50112 3.00 12 4x1OM18SHS = 2x4 II 4x8 M18SHS = 5x8 M18SHS = I 2 3 20 214 22 5 ro qV d, d III Id 11 1 9 23 8 24 25 7 x6 = 3x8 II 1x4 II 4x14 = I 4 3x8 M18SHS = 3x4 = 1x4 II 3x8 = 0 -8 5- -8 0. - 14-4-11 1 -7-5 2 -9-8 0-9-8 5-0.0 4-3-8 4" 3-2-10 Plate Offs"ts X Y -- 1:0-0-0 1-8-13 1:0-3-8 0-0-2 2:0-8-4 0-2-0 6:0-0-12 Ed a 10:0-4-14 0-2-0 LOADING �pst) SPACING- 2-0-0 CSI. DEFL. in I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.64 (loc) B-10 >407 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.82 B-10 >317 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.92 Horz(TL) 0.13 6 n/a n/a BCDL h 0.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 92 lb FT = 0% LUMBER -III BRACING - TOP CHOf,D 2x4 SP 285OF 1.8E *Except* TOP CHORD Structural woad sheathing directly applied or 2-1-14 oc purlins. ICI 4-5,5-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-3-0 oc bracing. BOT CHO D 2x4 SP 285OF 1.8E *Except* MiTek recommends that Stabilizers and required cross bracing { 6-9: 2x4 SP No.1 be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No,3 •Except• 3-10: 2x8 SP No.2 s illation WEDGE Left: 2x4 S ll No.3 REACTIO S. (lb/size) 6=1419/0-8-0, 1=1450/0-8-0 Max Horz 1=-44(LC 5) Max Uplift 6=-1 01 5(LC 8), 1=-1031(LC 4) FORCES. l lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-1=-1740/1256, 1-2=-4008/2943, 2-3=-6020/4486, 3-20=-6020/4486, 20-21=-6020/4486, I 4-21=-6020/4486, 4-22=-5104/3795, 5-22=-5129/3799, 5-6=-4144/3042 BOT CHOR 1-15=-1182/1621,1-11=-2787/3844,10-11=-2781/3845,9-10=-3727/5097, 9-23=-3727/5097 8-23=-3727/5097 8-24=-2901/3995 24-25=-2901/3995 WEBS NOTES- 1) Unbalanc 2) Wind: AS Exp D; Er plate grip 3) Provide a 4) All plates 5) Plates ch, 6) This truss 7) • This trul fit betwee 8) Provide IT 1=1031. 9) "Semi-rigi 10) Hanger( 12-1-0,- 345 lb di down an 17-4-11, 7-25=-2901/3995,6-7=-2882/3978 ,111111111111j1I 4-8=171/276, 5-8=-871/1158, 3-10=363/346, 2-10=-1749/2404, 4-10=-712/1008 #,o N Si-4 i roof live loads have been considered for this design.�•��• ���,�P4G i E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. ll; NO 68182 I., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 OL=1.60 — * — :quate drainage to prevent water ponding. ,e MT20 plates unless otherwise Indicated. :ked for a plus or minus 0 degree rotation about its center. •; E O '• P 4 as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� ` ' has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will the bottom chord and any other �� O R •'� ��?� members. ♦ •..,,.. chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6=1015, OWA L S 0:0 /1111111j0" pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.58182 or other connection device(s) shall be provided sufficient to support concentrated load(s) 148 lb down and 165 lb up at 8 lb down and 165 lb up at 14-1-0, 70 lb down and 187 lb up at 14-4-11, and 155 lb down and 160 lb up at 15-0-15, and MITek USA, Inc. FL Gert 6634 in and 301 lb up at 17-7-5 on top chord, and 628 lb down and 506 lb up at 10-1-0, 36 lb down and 8 lb up at 12-1-0, 36 lb 6904 Parke East Blvd. Tampa FL 33610 Date: 8 lb up at 14-1-0, 38 lb down and 9 lb up at 14-4-11, 28 lb down and 12 lb up at 15-0-15, and 18 lb down and 16 lb up at nd 16 lb down and 32 lb up at 17-7-5 on bottom chord. The design/selection of such connection device(s) is the September 21,2015 A WARNI Design valid �� • Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11•7473 rev. eL16/2015 BEFORE USE. for use only with Mnek connectors. This design is based only upon parameters shown, and Is for an individual building component. _w Applicabili ' of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for latera. erector. A support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilllty of the dltional bracing the MTek• fabrication permanent of overall structure Is the responsibility of the building designer. For general guidance regarding Ilquallty control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Infor I anon available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33510 Job Truss Truss Type Qty Ply Lash ResJRoofs T7441966 29432 A06G Hip Girder 1 1 Job Reference (optional" test coast cuss, m. Tierce, t•L s4t$4o I..,,,,, .— 1..1,. ,.,,, — ... ........ _-r _..- ID:rfPzunRNoiz8rmxT2fgQCKybRkZ-cd_C4dafNY1 hRX7ss1 P057XYmjx_IWN0Bwu0M WybQoQ NOTES- 11) In the"I LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead i Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniforr Loads (plf) Vert: 1-2=-70, 2-4=-70, 4-5=-70, 5-6=-70, 12-15=-20 Concentrated Loads (lb) { Vert: 4=-70(B) 5=27(B) 9=-19(B) 8=-20(B) 10=-628(B) 20=-67(B) 21=-67(B) 22=-45(B) 23=-19(B) 24=-13(B) 25=15(8) WA Design n NINO - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev. 0211612015 BEFORE USE. '�� lid for use only with Wek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. ■■■ Applic� llity of design parameters and proper Incorporation of component Is responstbllity of building designer -not truss designer. Bracing shown Is for la erectp rat support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the r. Additional permanent bracing of the overall structure is the responsibility of the build",. designer. For general guidance regarding iVliTek' fabrics Safety IIormation on, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Type Qty Ply Lash ResJRoofS naalss7 29432 Puss 1 Common Structural Gable 1 1 Job Reference (optional) East CoastlTmss, Ft. Pierce, FL 34946 46 = 7.630 s Jul 2B 2015 MI I eK maustnes, inc, Mon sep 2i i 1:5e:A2 2015 rage i I D: rfPzunRN oizBrmxT2fgQ C KybRkZ-4pYaHzbH8r9Y3h i2QIwFeD4oz7P cUAOYQaexuyybOoP 15-6-8 i 794 Scale = 1:29.5 I$ 3x4 = 1x4 I 3x4 = 6 4x8 It 48 II 1x4 11 Plate Off;ets X Y -- 1:0-1-14 0-0-2 1:0-0-4 Ed a 3:0-1-14 0-0-2 3:0-0-4 Ed e LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.15 4-21 >964 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.23 4-21 >607 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 66 lb FT = 0% LUMBE ; BRACING - TOP CH iRD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CH( RD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. 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 WEDGE s e Left: 2x4 P No.3, Right: 2x4 SP No.3 REACT! S. All bearings 4-5-0 except Ct=length) 3=0-8-0. Ib) - Max Horz 1=-130(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) 6 except 1=-376(LC 8), 3=-396(LC 8) Max Grav All reactions 250 lb or less at joint(s) 6 except 1=642(LC 1), 3=666(LC 1), 1=642(LC 1) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHC RD 1-2=-894/539, 2-3=-1472/954 BoT H D 1-14=-206/346, 1-6=-332/744, 5-6=-332/744, 4-5=-332/744, 3-4=-1084/1647 WEBS 2-4=0/259 NOTES- III 1) Unbalanced roof live loads have been considered for this design. 2) Wind:SCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate g p DOL=1.60 3) Truss signed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable ind Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Plates hacked for a plus or minus 0 degree rotation about its center. 5) Gable uds spaced at 2-0-0 oc. 6) This tr Iss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This t j ss 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 betw an the bottom chord and any other members. 8) ProviidE mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except at=lb) 1=376 ,3=39 1=376. 9) This IrLss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/z" gypsum sheetr ck be applied directly to the bottom chord. 11 A& WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only withMnek connectors. This design is based only upon parameters shown, and is for an individual building component. Applict bility, of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown isforlat ral support of fndividual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erecto Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabric ' Ion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Ipformation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. QUIN. Vj <, . • % G E N No 68182 r E OF t�� 0 ,0R1P NZ`% �ONM-E%%%N' Joaquin Velez PE No.68182 MITek USA, In. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: September 21,2015 Welk' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash Res./Roofs naal9se 29432 BT02 Common 1 1 Job Reference footional) East CoastlTruss, Ft. Pierce, FL 34946 3 4.10.8 7.630 S J012a 201 b MI I a eK lnausmes, me. mon Sep Zl lraez 20i6 ragei I D: rf PzunRN oizBrmxT2fgQ C Kyb RkZ-4pYa HzbH8r9Y3h i2QIwFeD4q W 700 UAUYQaexuyyb0 oP 2-10-12 2.10-12 44 = 4-10-8 Scale=1:28.8 I$ 9 1x4 II 3x4 1x4 II 3x4 = 3x8 II 1x4 11 3x8 11 LOADIN (psf) SPACING- 2-0-0 CSI, DEFL. in floc) I/deft Ud TCLL 20.0 Plate Grip DOL 1,25 TC 0.38 Vert(LL) 0.21 6-12 >610 240 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.28 6-12 >457 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) TOP CH RD 2x4 SP No.2 BOT CH RD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 1 P No.3, Right: 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 60 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Insteillation guide, REACTIONS. (lb/size) 9=179/0-8-0, 5=636/0-8-0, 1=584/0-4-0 Max Horz 1=130(LC 7) Max Uplift9=-148(LC 8). 5=-368(LC 8), 1=-312(LC 8) Max Grav 9=266(LC 13), 5=636(LC 1), 1=584(LC 1) FORCES: (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=-786/397, 2-3=-749/499, 3-4=-721/481, 4-5=-14931977 BOTCH( RD 1-9=255/666, 8-9=-255/666, 7-8=-255/666, 6-7=-255/666, 5-6=-1109/1673 NOTES- 1) Unbal ;(iced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gllip 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 psi bottom chord live load nonconcurrent with any other live loads. 5) • This 6s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be Ben the bottom chord and any other members. 6) Provid " mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 9=148, 5=3681111=312. 7) This tlss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/" gypsum sheetr ck be applied directly to the bottom chord. t%411 � u 11111 0 P()U I N VFW G E.N i No 68182 10 {T E OF ONAX- 1U11111 % Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 ® WA 6ING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211572015 BEFORE USE. Desigvalid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component.' Applic pbility of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for Ic leral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the i�9iTek' erect Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabric tlon, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety formation available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash ResJRoofs naals6s 29432 col Common Supported Gable 1 1 Job Reference (optional) East Coast iTruss, Ft. Pierce, FL 34946 5-10-12 5.00 F12 3x4 = 4x4 = 8 7 1x4 II 1x4 II .630 s 3ui 282015 M I I e InuuS-',mc. rvwrl fgQCKybRkZ-Z76yVJcvv9HPgrHF_SRUAQcl dWghDdghfENVRPybQoO 11-9-8 41x4 II 5-10-12 LOADINd (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress incr YES WB 0.09 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix) LUMBER; TOP CHORD 2x4 SP No.2 BOT CH ,RD 2x4 SP No.2 OTHERSII2x4 SP No.3 Scale=1:20.5 3x4 = PLATES GRIP MT20 2441190 Weight: 44 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 10-0-0 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. All bearings 11-0-0. Max Horz8=-100(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 5, 7 except 8=-295(LC 8), 6=-279(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 5 except 7=263(LC 1). 8=41O(LC 13), 6=383(LC 14) FORCES`I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=209/400, 2-3=-69/336, 3-4=-70/337, 4-5=-208/398 BOTCH 'I D 1-8=-319/237, 7-8=-310/237, 6-7=-310/237, 5-6=-310/237 WEBS 1;� 3-7=-284/77, 2-8=-298/290, 4-6=-285/283 NOTES- 1) Unball 2) Wind: Exp D plate c 3) Truss Gable 4) Plates 5) Gable 6) This tr 7) ' This fit bete 8) Provid 8=295 9) Non S' 10) "Serr ced roof live loads have been considered for this design. SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; 6=45ft; L=24ft; eave=2ft; Cat. II; incl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 p DOL=1.60 ,signed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry nd Details as applicable, or consult qualified building designer as per ANSI/TPI 1. hecked for a plus or minus 0 degree rotation about its center. uds spaced at 2-0-0 oc. is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. iss 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 an the bottom chord and any other members. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7 except Gt=lb) d bearing condition. Review required. pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Ii QUIN VFW �.. No 68182 • � y E OF O • 441 � /ONAli-O;�w`% 111f1111�1� Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 L WA, NING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211612015 BEFORE USE. Desigr!Jr�valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• AppliC blllty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for Ic feral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the '���• erecto Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabric 6 M Ion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety 9formatton available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply Lash Res./Roofs T7441870 29432 CO2 Common 1 1 ob Refe ence o tiona East Coo 1 Truss, Ft. Pierce, FL 34946 - 7.630 s Jul 28 2016 MITeK Industnes, Inc. Mon sep 21 i 1:as:aa 20i5 raga i I D:rfPzunRNolz8rmxT2fgQCKybRkZ-1 CgKifdYgTPGI?sRYAzjje9BRw7Ly3Brtu72zrybQoN I 5-10-12 11-9.8 _ 5-10-12 5-10-12 Scale = 1:21.4 4x4 = I$ ixy ii 3x4 = 48 II i 0-9-8 5.10.12 11-9-8 i D-9.8 5-1-4 5-10-12 Plate Of sets (X Y)-- f1:0-1-14 0-0-21 f1.0-0-4 Edoel f3:0-1-14 0-0-21 f3:0-0-4 Edgel iI LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.07 4-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.10 4-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014rTP12007 (Matrix-S) Weight: 42 Ito FT = 0% LUMBEI TOP CH BOT CH WEBS WEDGE Left: 2x4 TOP SOT NOTES- 1) Unbala 2) Wind: / Exp D; plate gl 3) Plates; 4) This In. 5) • This t fit betw 6) Provide 3=295. 7) This trL D 2x4 SP No.2 D 2x4 SP No.2 2x4 SP No.3 No.3, Right: 2x4 SP No.3 S. (Ib/size) 1=561/0-8-0, 3=501/0-8-0 Max Harz 1=99(LC 7) Max Uplift I =-333(LC 8), 3=-295(LC 8) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. D 1-2=668/392, 2-3=-917/583 D 1-8=-297/52, 1-5=-234/546, 1-4=-234/546, 3-4=-640/993 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing b . installed during truss erection, in accordance with Stabilizer Installation guide. Bd roof live loads have been considered for this design. ,',E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. Il; cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 DOL=1.60 inked for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will i the bottom chord and any other members. echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=333, design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '/7 gypsum be applied directly to the bottom chord. ♦♦11111 o� Pau I N 1 00 r No 68182 E OF 44/ It �111111111010% Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/16/2015 BEFORE USE. r• Design slid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applic bility of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lot 'ral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the NOiTek• erector f 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 Ir;lI o rmatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash Res.IRoots naa1s71 29432 I DCIG Roof Special Girder 1 1 ob Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 r.cov s ,,m Lo on mu".'",,,c. ,=r. 0,.., , —- , - . ID:rfPzunRNoiz8rmxT2fgQCKybRkZ-1 CgKifdYgTPGI?sRYAzjje9BFw5Ly3Zrtu72zrybQoN 4-5-11 6.7-7 10-0.4 4-5-11 - 2-1-13 3-4-13 Scale=1:16.7 I 1.50112 4x4 = 3.00 12 2 3 04 = I N 4 1 l � la ' 3x4 = l 3x4 = 6 3x4 = 6 1x4 II LOADIN" TCLL TCDL BCLL BCDL (psf) 20.0 15.0 0.0 ' 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014ITP12007 CSI. TC 0.37 BC 0.45 WB 0.12 (Matrix-M) DEFL. in (loc) I/defl L/d Vert(LL) 0.05 5-6 >999 240 Vert(TL) -0.06 5-6 >999 180 Horz(TL) 0.01 4 n/a - n/a PLATES GRIP MT20 244/190 Weight: 35 lb FT = 0% LUMBE BRACING - TOP CH ' RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc purlins. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 7-3-8 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 vide. REACTI (lb/size) 1=531/0-4-0, 4=442/0-4-0 INS. Max Horz 1=-33(LC 29) Max Uplift 1=-375(LC 4), 4=-347(LC 8) Max Grav 1=532(LC 17). 4=442(LC 1) FORCES I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHARD 1-2=9051718, 2-3=-868/725, 3-4=-624/579 BOT CHORD 1-7=-631/837, 1-6=-631/837, 5-6=-513/583, 4-5=-506I574 WEBS 3-6=-1841311 NOTES- 1) Unbalanced 2) Wind: roof live loads have been considered for this design. SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; ncl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate 3) Plates pDOL=1.60 `���� hacked for a or minus 0 degree rotation about its center. OPQ VF� �j�� 4) This t plus ,�S• • , • • ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , E N �'•• 5) • This t' fit betw° o� C ss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� ••'�,� S�`�•.• �� en the bottom 6) Provid 4=347. chord and any other members. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=1b) 1=375, ,~. NO 68182 * ;•• •; 7) "Semi -rigid 8) Hangers) pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * = or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 lb down and 134 lb up at -fl • ; 4-5-11, bottom land 211 lb down and 174 lb up at 6-7-7 on top chord, and 231 lb down and 226 lb up at 4-5-11, and 52 lb up at 6-7-7 on ® F •, The design/selection device(s) is the •, . ,chord. of such connection responsibility of others. O 9) In the L�QAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), i� i Q+ • _ �� II 0 R 10•.i' ♦ 1 LOADI� Dead 4I �. E(S) Standard oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ,, ��� N ALE Uniforr>1 10 00 Loads (plf) ���111.11111�1,4 Iert: 1-2=-70, 2-3=-70, 3-4=-70, 7-11=-20 Joaquin Velez PE No.68182 Concer trated Loads (lb) M[Tek USA, Inc. FIL Vert: 2=-18(B) 6=-231(3) 3=137(8) 5=42(8) 69D4 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 WA Designs�{ III ING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. Nolid for use only with Mnek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicbillty Is for la of design parameters and proper incorporation of component Is responsibility of building designer -not truss designer. Bracing shown y5'T eral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the WOW erecto fabrication, Safety ,l Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 11 V, 1 quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. I�Iormation avallobla from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 i .II Job Truss Truss Type Qty Ply Lash ResJRoots T7441972 29432 D02 Common 1 1 Job Reference (optional) I D: rfPzunRNoiz8rm xT2fg Q CKybRkZ-V OE iv7eARmX7w9 Q d5tUyGriNbKV khXu_6YsbVHybQoM 1,04 5-0-2s•az ' Stale=1:16.5 44 = 3.00 12 2 3 1 v 6 Id 4 3x4 = I 3x4 = 1x4 I ICE I� ` 0.9.8 5-0-2 s-2-12 140.4 i Ili 0.9.8 4-2-10 4-2-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.03 4 >999 240 MT20 244/190 TCDL 1 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.04 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 32 lb FT = 0% LUMBE I�- BRACING - TOP CH RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOTCH RD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 1 Installation guide. REACTIONS. (lb/size) 1=451/0-4-0, 3=451/0-4-0 I Max Horz 1=-35(LC 6) Max Uplift,=-267(LC 8), 3=-267(LC 8) FORCE,c (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CrIND 1-2=618/362, 2-3=-618/362 BOT CH RD 1-5=-283/558, 1-4=-283/558, 3-4=-283/558 NOTES - II 1) Unbal nced roof live loads have been considered for this design. 2) Wind: I ISCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; 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 'ip DOL=1.60 3) Plates ichecka for a plus or minus 0 degree rotation about its center. 4) This trl ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This k' ss 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 betJ'een the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=267, 3=267� 7) This t ss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and Y° gypsum sheetrpck be applied directly to the bottom chord. A WAI NING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02116,2015 BEFORE USE. Desig Ilvalid for use only with MRek connectors, This design Is based only upon parameters shown, and Is for an Individual building component. Applic bility of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for I feral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erect . Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabric tion, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety (ntormatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ���iurrurri aulN vi , J.' G E N No 68182 • E OF :�'Jd W ,0NA1-`• "rr111111N"�, Joaquin Velez PE N6.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 MiTek" 6904 Parke East Blvd. Tampa, FL 33610 A G Job Truss Truss Type Qty Ply afs I T7441973 7Jno 29432 D03 Roof Special 1 1 ce (optional) casr coasg i cuss, n. rierca, r� sn7no 5.0.2 2-5-9 I Scale = 1:17.4 4x4 = 3.00 12 2 4x4 = 4x4 = 3 4 m 1 � w d I'I d 7 6 4x4 = 5 1x4 II 4 V 3x4 = 2x4 I I it 0.9.8 1 5-D-2 7-5-11 10.0-4 i 0-9 8 4-2-10 2-5-9 2-6-9 LOADIN 3 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.07 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.10 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 36 lb FT = 0% IL LUMBE BRACING - TOP CH RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCH RD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. 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) 1=494/0-8-0, 5=395/Mechanical Max Horz 1=80(LC 7) Max Uplift 1 =-292(LC 8), 5=-261(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CH(C RD 1-2=-804/477, 2-3=-764/476, 3-4=-687/404, 4-5=-294/206 BOT CH RD 1-8=-394/739, 1-7=-422/739, 6-7=-422/739 WEBS 4-6=-281/529 NOTES- 1) Unbal 2) Wind: Exp D 3) Provic 4) Plates 5) This If 6) • This fit bet 7) Refer 8) Provic 5=261 9) This tr M Safety Cced roof live loads have been considered for this design. SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 Ilp DOL=1.60 i adequate drainage to prevent water ponding. J111111111 %% 11��e VF� checked for a plus or minus 0 degree rotation about its center. iss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %%��' P,C���N ,�� ,0 Ci E•N ' • •, �� �I S�C`�•,• ��� fuss 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 �� ,••�,� een the bottom chord and any other members. i girder(s) for truss to truss connections. ; • No 68182 •, mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=292, ': ,k ; * �_ Ps design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''M." gypsum 9 ck be applied directly to the bottom chord. E OF •• .•41Jo • 441 • P ; ONA`��,,,• r111111111� Joaquin Velez PE No.68182 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 ING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. OV1612016 BEFORE USE. • �Ild for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. HS ditty of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek' , V, 1 m, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. ormation available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Qty Ply Roofs F'ob��' T7441974 TJoence D04 Roof Special 1 (optional) test coast I ruse, m. merce, rL 3as40 /.03U a JUL 40 zeta mi i art inuu5lne5, mu. muu acp <i i i ea.w u roao , III ID: rfPzunRNoiz8nnxT2fgQCKybRkZ-zao57KeoC4f XJ7gfa7Bo3EX_kpjQxW7LCc91kybQoL 1 c_rt1 . 9_L11 . 1rLrLd 5.0.2 0-5-9 4-6-9 Scale =1:17.4 I( 4x4 = 3.00 12 4x4 = 4x4 = f 2 3 4 Lob go III Li q 7 6 4x4 = 5 ` 1x4 II 3x4 = I 2x4 II i r 0-9-8 5-0-2 -5-1 0-0- II 0.9.8 4.2-10 0.5.9 4-6-9 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.05 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.07 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-S) Weight: 40 lb FT = 0% LUMBEf III BRACING - TOP CHARD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCH RD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACT I S. (lb/size) 1=495/0-8-0, 5=394/Mechanical Max Horz 1=114(LC 7) Max Uplift 1=-320(LC 4), 5=-295(LC 4) FORCES j (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHC RD 1-2=-775/519, 2-3=-706/530, 3-4=-686/500, 4-5=-327/285 BOT CHC D 1-8=432/711, 1-7=-481/711, 6-7=-481/711 WEBS 4-6=374/571 NOTES- I 1) Unbala iced 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=20ft; 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 g lip DOL=1.60 3) Provideiladequate drainage to prevent water ponding. `,r,n,ffl )lL . - T,....,..... — - r,..., — ,,,,,, - ,...tp. ,,.,a.,,.,, o 5) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This t�iss 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 betwgan the bottom chord and any other members. 7) Refer to glyder(s) for truss to truss connections. 8) Provide( echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ot=lb) 1=320, 5=295, I I 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and Y" gypsum sheetro3"k be applied directly to the bottom chord. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. OV1612015 BEFORE USE. Designalid for use only with Mnek connectors. This design is based onN upon parameters shown, and is for an individual building component. Appllc bllity of design parameters and proper incorporailon of component Is responsibility of building designer- not truss designer. Bracing shown Is for fat�10A ral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erectordditional permanent bractnghe overallstructure Is the responsibilityofthe buildingdesigner.For generaluidance reardingfabricson,ontrol, storage, delivery,recilon and bractng, consultANSI/TPItQalityCruerl.,SBand BCS'BildingComponent Safety Irarmaflon available from Truss Plate Institute, 781 ,. Lee Street. Suite 312. Alexandria, vA 2", 4. No 68182 r � r r�• * : ry.Z- �:• E OF :�QJ 4 ` r � , O R=,�ON M- Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 MiTek' 69D4 Parke East Blvd. Tampa, FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss J� and fully embed teeth. j 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or x-bracing, 9 g, is always required. See BCSI. �� �' /T c7-2 c2-3 2. Truss bracing must be designed by an engineer. For 6 WEBS c4 W m y p O 3 441yl 3 e O 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 CL u U stack materials on inadequately braced trusses. 0 a- 4. Provide copies of this truss design to the building cz-e csa cs 6 For 4 x 2 orientation, locate plates 0-1nd' from outside designer, erection supervisor, property owner and all other interested parties. BOTTOM CHORDS edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from ' Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. softWore Or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ]CC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular 4 x 4 ESR-131 1, ESR-1352, ESR 1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and sae, and Indicated by symbol shown and/or in all respects, equal to or better than that specified. by text in the bracing section of the 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek0 All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. d� 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words Pldte Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. _ is not sufficient. -- — $ BIIlfdil l fC0Y1T Ors@f1f�Of yflfOfr anon, 20. Design assumes manufacture in accordance with r Guide to Good Practice for Handling, ' ANSI/TPI 1 Quarity Criteria. Installing & Bracing of Metal -Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 02/16/2015 haTiek® RE: 12943 1-Lash Res./Floors SiteInformation: CusOmer Info. Mel_Ry Const. City Nan Nan Add )ss: 40 Nettles Blvd. Jensen Beach Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: Lash Res./Floors Model: Subdivision: State: FL. MiTek USA, Inc. 6904 Parke East Blvd. Tampa, Fl- 33610-4115 Address and License # of Structural Engineer of Record, If there is one, for the building. License #: State: oral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special ing Conditions): ]n Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Code: ASCE 7-10 [All HeighII Wind Speed: 170 mph Load: 45.0 psf Floor Load: 55.0 psf package includes 6 individual, dated Truss Design Drawings and 0 Additional Drawings. my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet. )rms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 IT7440270 IFG01 9/21/015 2 IT7440271 IFG02 9/21/015 3 IT7440272 IFG03 9/21/015 4 T7440273 IFG04 9/21/015 511 T7440274 IFLO1 9/21/015 6 11IT7440275 IFLO2 9/21/015 The Tru My .ss drawing(s) referenced above have been prepared by MiTek ies, Inc. under my direct supervision based on the parameters ;d by East Coast Truss. Design Engineer's Name: Velez, Joaquin -rise renewal date for the state of Florida is February 28, 2017. IMPC RTANT NOTE: Truss Engineer's responsibility is solely for desig i of individual trusses based upon design parameters shown on rel erenced truss drawings. Parameters have not been verified as ap ropriate for any use. Any location identification specified is for fil reference only and has not been used in preparing design. Suita ility of truss designs for any particular building is the respo, sibility of the building designer, not the Truss Engineer, per 411 SI/TPI-1, Chapter 2. `% 1111111 A/y, , ��� PQU I N �F< ' j. 182 ,- .33: STATE of % r1n1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6984 Parke East Blvd, Tampa FL 33610 Date: September 21,2015 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply Lash ResJFloors naaoz7o 29431 FG01 FLAT GIRDER 1 2 Job Reference (optional) Cast G.asi russ, ri. rl.rc., FL 34946 r.oau s dui co to IO rvlr i ert muusae5, Ipc, mu❑ o.P c 106.47; io cu. o ray. 1 ID:D9NjD9ZBX07563Xva3UkXZybUBw-sUVU7P_9tPkN3sowd_z05VHK2u3maepYjpBWTcybTcf i 3-8-1 6-8-15 9.9-12 12-10.9 i 15-11-7 L _ 19-7-8__- 3-8.1 1.13 3-0.13 3-0-13 3-0.13 3-8-1 Scale = 1:33.6 This truss is designed to be used for roof application only. = 3x8 = 3x4 = 1x4 II 4x4 =3x4 = 3x8 = 4x8 = 1 �8 2 17 3 18 a 5 6 19 7 8 w � I 15 14 13 12 11 10 9 16 3x8 I I 4x8 = 3x8 M18SHS - 3x8 = 3x8 = 4x8 = 3x8 I I 3x8 = I P 3-8-1 6-8-15 9-9-12 12-10-9 5- 1-7 19-7-9 3-8-1 3-0.13 3-0.13 3-0-13 3-0.13 3-8-1 Plate Off ets X Y - 2:0-3-8 0-1-8 5:0-2-0 Ed a 7:0-3-8 0-1-8 10:0-3-8 0-2-0 11:0-3-8 0-1-8 14:0-3-8 0-1-8 15:0-3-8 0-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.52 12 >440 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -1.02 12 >223 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Harz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 189lb FT=0% LUMBER1i BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins, BOT CH RD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 9-3-0 oc bracing. 1-16,8-9: 2x8 SP No.2, 1-15,8-10: 2x4 SP No.2 REACTI NS. (lb/size) 16=2422/Mechanical, 9=2422/Mechanical Max Horz 16=88(LC 7) Max Uplift 16=550(LC 4), 9=-549(LC 5) Max Grav 16=2681(LC 14), 9=2681(LC 13) FORCE I, (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-16=-2545/538, 1-2=-7207/1447, 2-17=-11068/2209, 3-17=-11068/2209, 3-18=-12268/2445, 4-18=-12268/2445, 4-5=-12268/2445, 5-6=-12268/2445, 6-19=-11069/2209,7-19=-11069/2209,7-8=-7208/1447,8-9=-2545/537 BOTCH RD 15-1 6=-1 26/466, 14-15=-1389/7222, 13-14=-2147/11082, 12-13=-2147/11082, 11-12=-2198/11072,10-11=-1473/7201,9-10=-108/439 WEBS 1-15=-1428/7070,2-15=2091/458,2-14=821/4080,3-14=-1200/274,3-12=-297/1274, 4-12=-782/184 6-12=-297/1276 6-11=-1201/274 7-11=-823/4080 7-10=2091/457 NOTES- 1) 2-ply t Top cl Webs 2) All loa 3) Wind: Exp D plate 1 4) Provit 5) All pia 6) The s, 7) Plate( 8) Plate( 9) This tl 10) ' Thi fit be 11) Refe 12) Prov 8-10=-1425n07o 0PQv N vF�� ,�- Iss to be connected together with 10d (0.131"x3") nails as follows: %% E �%% , ••'\ G •N so�•• ��� 4 \' rrds connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc. i chords connected as follows: 2x4 - 1 row at 0-9-0 oc. No 68182 oo�„ onnected as follows: 2x4 - 1 row at 0-9-0 oc. if front back in s are considered equally applied to all plies, except noted as (F) or (B) face the LOAD CASE(S) section. Ply to ply ions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. SCE 7-10; Vult=170mph Vasd=132mph; - (3-second gust) TCDL=9.Opsf; BCDL=3.Opsf; h=1511t; B=45ft; L=24ft; eave=4ft; Cat. II; Encl., GCpi=0.18; MWIFRS left left o OF (directional); cantilever and right exposed; end vertical and right exposed; Lumber DOL=1.60 ip DOL=1.60 AtE adequate drainage to prevent water ponding. s are MT20 plates unless otherwise indicated. � ♦ Fi 1 p Q:•' ����� .. • d section of the plate is required to be placed over the splice line at joint(s) 13, ��? `� �� �O N A1- E %%%, atjoint(s) 16, 1, 5, 8, 9, 15, 2, 14, 3, 12, 4, 6, 11, 7 and 10 checked fora plus or minus 0 degree rotation about its center. IIII ����% at joint(s) 13 checked for a plus or minus 5 degree rotation about its center. ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Joaquin Velez PE No.68182 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 teen the bottom chord and any other members. MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 :o girder(s) for truss to truss connections. e mechanical connection (by others) of truss to bearing plate capable of withstanding 550 lb uplift at joint 16 and 549 lb uplift at Date: September 21,2015 RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 0206/2015 BEFORE USE. Desi valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component.�� Appr' is for I ability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown °teral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erect', r. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding iw iTek' Safefabn ��nformatloIt n o available from Truss control, storage, delivery, Lee bracing, Street, Suite 312sult NAlexalndda, Quality Institute, 761 Nction and 22314� DSB•89 and BCSI Building Component 6904 Parke East Blvd. . Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash ResJFloors naao27o 29431 FG01 FLAT GIRDER 1 2 Job Re a Brice (optional) tast coast russ, m. merce, FL J494b 1.63U s Jul zb zwo mu eK Inausmes, Inc. mon sep zl uu:4rab zu10 rage z ID: D9NjD9ZBX07563Xva3UkXZybUBw-sUVU7P_9tPkN3sowd_z05VHK2u3maepYipBW?cybTcf NOTES- 13) Girdef carries tie-in span(s): 7-0-0 from 0-0-0 to 19-7-8 14) "Sam rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD C ISE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 UmfDr Loads (plf) ,Vert: 1-8=235, 9-16=20 WAR NG-Verl/y design pa rameters and READNOTES ON THIS AND INCLUDED M1TEK REFERANCEPAGEMl1-7473 rev. 02H62 BEFORE USE. Design valid for use only vath IWTek connectors. This design is based on upon parameters shovm, and is for an individual building component.• Ap;o ability of design parameters and proper incorporation of component is responsbility of building designer- not truss designer. Bracing shown is for ' Ieral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslbil"N of the MiTek• erect' r. Additional permanent bracing 0f the overall structure Is the responsibility of the building designer. For general guidance regarding fabd �ptlon, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe ii� nformatlon available from Truss "ale Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job V Truss Truss Type city Ply Lash ReslFloars naaa271 29431 FG02 FLOOR 1 2 Job Reference o do al caa i.oesi l ,uss, ri.nm L34946 a,U.,,,as ,nc. ,.On ap ..,. age , ID: D9NjD9ZBX07563Xva3UkXZybUBw-Kg3tLl?nejsEhON7BhUFdjgUQHRmJ2WhyTx3X2ybTce 2-9-2 5.2-8 7-2-8 9-8-13 , 12-3-5 15-9-10 _ 19.7-8 i— 2-9-2 2-5-6 2-0-0 2-6-6 1 2t 83-9-15 I Scale = 1:33.6 2x4 I II 4x10 = 1x4 II 1x4 II 3x4 = 5x6 = 3x8 = 4x10 = 1 2 3 4 5 6 7 8 VI 14 13 12 11 10 9 4x = 4xl0 = 5x8 = 4x14 = 3x10 = 4x6 = i I Special 5-2-8 7-2-8 12-3-5 12 6- 5 15.9.10 19-7-8 19- -0 5-2-8 2-0-0 5-0-13 N- 0 3-2-11 3-9.15 0- 8 Plate Offsets (X.Y)—16:0-2-8.0-3-01.17:0-3-8,0-1-81.110:0-3-8,0-1-81.112:0-4-0,0-3-41,113:0-3-8.0-2-01.114:0-2-0.0-2-01 LOADING ipsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.49 11-12 >463 360 MT20 244/190 TCDL I�0.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.7711-12>297 240 BCLL 0.0 Rep Stress [nor NO WB 0.95 Horz(TL) 0.07 9 n/a n/a BCDL 5.0 Code FBC2014frP12007 (Matrix-M) Weight: 183 lb FT = 0% LUMBER- BRACING - TOP CHO D 2x4 SP 285OF 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins, except II 6-8: 2x4 SP No.t end verticals. BOT CHO D 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 'Except' 1-14,8-9,6-11: 2xB SP No.2, 7-11,8-10: 2x4 SP No.2 REACTIO IS. (lb/size) 14=1565/Mechanical, 9=1928/Mechanical FORCES. II(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORI 1-14=-262/0, 2-3=-6988/0, 3-4=-6988/0, 4-5=7191/0, 5-6=-10343/0, 6-7=10311/0, 7-8=5889/0, 8-9=-1832/0 BOT CHO D 13-14=0/3351, 12-13=016988, 11-12=0/9446, 10-11=0/5889, 9-10=0/291 WEBS 3-13=-1222/0, 4-12=0/836, 7-11 =014604, 7-1 0=-1 671 /0, 8-10=0/5828, 5-12=2670/0, 5-11=0/1095, 2-14=-3511/0, 2-13=0/3979 NOTES- 1) 2-ply tru Top chc Bottom Webs ci 2) All loads connect 3) Unbalar 4) The soli 5) Plate(s) 6) Plate(s) 7) Refer to 8) ' Semi-ri 9) Recomr be attac 10) Hange chord. LOAD CAI 1) Dead + Uniform to be connected together with 1 Od (0.131 "x3") nails as follows: t connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc. )rds connected as follows: 2x4 - 1 row at 0-3-0 Do. lected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 Do. �� IN 'e to if front back face in the LOAD CASE(S) Ply to P(�LJ C �♦ ♦♦ considered equally applied all plies, except noted as (F) or (B) section. ply s have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated..• �� �� G E IV S ' •. �� �' i d floor live loads have been considered for this design. ection of the plate is required to be placed over the splice line at joint(s) 12. No 68182 joint(s) 14, 1, 8, 9, 3, 13, 4, 6, 11, 7, 10, 5 and 2 checked fora plus or minus 0 degree rotation about its center. joint(s) 12 checked for a plus or minus 3 degree rotation about its center. 'der(s) for truss to truss connections. including heels" Member fixity in design — — ' pitchbreaks end model was used the analysis and of this truss. i O F 4Z/ Z 1d 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to do •� J to walls at their outer ends or restrained by other means. I or other connection device(s) shall be sufficient to support concentrated load(s) 1401 lb down at 12-3-6 on bottom �♦ provided to design/selection of such connection device(s) is the responsibility of others. ♦ R `Q „,,. • • ��? `� N A1- (S) Standard , �O E I I I II, or Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Joaquin Velez PE No.68182 ads (plf) rt: 1-8=-100, 9-14=-10 MiTek USA, Inc. FL Cert 6634 ed Loads (lb) 6904 Parke East Blvd. Tampa FL 33610 rt: 11=1401(F) Date: September 21,2015 ®WA Vjf,G - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/162015 BEFORE USE. Design v Id for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Applica ity of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown Is for late/al support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Mire k• erector. dditlonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Safety In p, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlo"mation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash Res./Floors naaoz7z 29431 FG03 Flat Girder 1 2 I Job Reference o tional East Coast Ifruss, Ft. Pierce, FL 34946 7.630 s Jul 28 2015 MITek Industries, Inc. Mon Sep 21 08:47:18 2015 Page 1 ID:D9NjD9ZBX07563Xva3UkXZybUBwosdFY50PP1?5J9yJ10?UAwNlvhgU2YNrB7gc3UybTod 4-3.15 8-0-9 12-4-8 I 4-3-15 3-8-11 4-3-15 Scale = 1:20.9 I 1x4 II 5x6 = 1 5x6 = 2 4x4 = 3 4 LOADING'(psf) I SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 5x5 = 6x8 = 5 3x4 I I This truss is designed to be used for roof application only. CSI. DEFL. in (loc) I/deft Ud TC 0.41 Vert(LL) 0.12 6-7 >999 240 BC 0.64 Vert(TL) -0.24 6-7 >590 180 WB 0.72 Horz(TL) 0.02 5 n/a n/a (Matrix-M) LUMBERJI�i BRACING - TOP CHOIRD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS I 2x4 SP No.3 *Except. BOT CHORD 1-8,4-5: 2x8 SP No.2 I REACTIO S. (lb/size) 8=1499/Mechanical, 5=1499/0-5-8 Max Horz 8=-88(LC 4) Max Uplift6=-363(LC 4), 5=363(LC 5) Max Grav 8=1661(LC 14), 5=1661(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO,,D 1-8=15671361, 1-2=-4428/944, 2-3=-4424/943, 3-4=-4424/943, 4-5=-15671361 BOT CHO D 7-8=136/422, 6-7=-966/4443, 5-6=-103/396 WEBS 11 1-7=907/4170, 2-7=-1000/260, 3-6=-997/265, 4-6=-907/4166 NOTES- 1) 2-ply to Top ch, Bottom Webs c 2) All load 3) Wind: t Exp D; plate g 4) Providi 5) Plates 6) This tri 7) • This 1 fit betK 8) Refer t 9) Provide joint 5. 10) Glide 11) "Sem LOAD CA 1) Dead + PLATES GRIP MT20 244/190 Weight: 119 lb FT = 0% Structural wood sheathing directly applied or-- oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. s to be connected together with 10d (0.131"x3") nails as follows: ds connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc,.2x4 - 1 row at 0-9-0 oc. hords connected as follows: 2x4 - 1 row at 0-9-0 oc. ♦`�r,� I N inected as follows: 2x4 - 1 row at 0-9-0 oc. PQU 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 ♦♦♦♦ ,0 , • • . E N • • �� �j - ••. �i ms have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ,♦♦ •\ S •• ICE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 6=45ft; L=24ft; eave=4ft; Cat. 11; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 N 0 68182 DOL=1.60 * �• '� idequate drainage to prevent water ponding. ecked for a plus or minus 0 degree rotation about its center. loads. s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live : �r� ss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will •� I t OF m the bottom chord and any other members. 3irder(s) for truss to truss connections.Q;'' nechanical connection (by others) of truss to bearing plate capable of withstanding 363 lb uplift at joint 8 and 363 lb uplift at le,0 R : * ♦♦� A; tarries tie-in span(s): 7-0-0 from 0-0-8 to 12-5-0 I'ON 1 111 %% gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Joaquin Velez 182 E(S) Standard MITek USA, Inc. FL Cart 6634 ;oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 0211612015 BEFORE USE. Design slid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. design MR Appliccbifity, is for lot' of parametersand proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilliy, of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrics Safety Ir�`irrmotion Ion, quality control, storage, delivery, erection and bracing, consult ANSI/71`I7 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash ResJFloors naaoz7z 29431 FG03 Flat Girder 1 2 Job Reference (optional) r1. Pierce, s4s4o LOAD CASE(S) Standard Unifo °1 Loads (plf) Vert: 1-4=235(F=-55), 5-8=-20 /.6su s jui zu zuio mi i eK mauslnes, Inc. Mon Sep z1 oa:4/:16 zo1b Page z ID: D9Nj D 9ZBX07563Xva3UkXZyb U BwosdFY50P P175J9yJ107UAwN IvhgU2YN rB7gc3UybTcd WAR /NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1/-7473 rev. 02/16/2015 BEFORE USE. Design °alid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component.' Applica ility of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lot °ral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. fabdcat'on, �IAdditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Cdtedo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Igtl rmatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply Lash ReslFloors �Qty naao273 29431 FG04 FLOOR 1 •f GJob eference o tional ID:D9NjD9ZBX07563Xva36WXZ 6BwasdFY50PP1?5J9yJ107UAwNm9hry2eVrB7gc3UybTcd 2-7-1 4-10-10 7-5-11 i 2-7-1 2-3-9 2-7-1 Scale = 1:14.5 3x6 = 12.4 II 3 345 = LOADING (psf) SPACING- 2-0-1.000 CSI. DEFL. in (loc) Udefl L!d TCLL 40.0 Plate Grip DOL TC 0.33 Vert(LL) -0.04 6 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(TL) -0.07 6 >999 240 BCLL l 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.02 5 n/a n/a BCDL I 5.0 Code FBC2014/TP12007 (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 REACTII NS. (lb/size) 7=1411/Mechanical, 5=1411/0-2-3 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=488/0, 2-3=-2836/0, 4-5=-488/0 BOT CHORD 6-7=0/2881, 5-6=0/2881 WEBS I;I 2-7=-2776/0, 3-5=-2776/0 1) 2-ply Top( 2) All col 3) P 4) Re 5) Pr( 6) Gir 7) "Si 8) Re be LOAD 1) Dee 42x4 II 4x6 = PLATES GRIP MT20 2441190 Weight: 72 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. 'uss to be connected together with 1 Od (0.131"x3") nails as follows: ords connected as follows: 2x4 - 1 row at 0-9-0 cc. i chords connected as follows: 2x4 - 1 row at 0-9-0 cc. connected as follows: 2x4 - 1 row at 0-9-0 cc. Is 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 :tions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. checked for a or minus 0 degree rotation about its plus center. for truss to truss ,`,, I N oo� o girder(s) connections. ,.0 QU �/� e mechanical connection (by others) of truss to bearing plate at joint(s) 5. ,�� QP 4,�` , Ci E N 0 �'• �� carries tie-in span(s): 12-5-0 from 0-0-0 to 7-5-11 �� •' \ '• �' F •• rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i imend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to No 68182 •� Chad to walls at their outer ends or restrained by other means. . * �• kSE(S) Standard Floor Live Lumber Increase=1.00, Plate Increase=1.00 ► (balanced): Loads i �j{T OF 4L/ n (plf) Vert: 1-4=383, 5-7=-10 •• E <C/ ,� • O 1. *P''•����` �� �0 N A1- Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 AL WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7477 rev. 02/16/2015 BEFORE USE. Deem valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for on individual building component. App`f-icability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for', ateral support of individual web members only. Additional temporary bracing to insure stability dudng construction is the responsibillity of the ere( or. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek" foot cation, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe F Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Lash Res./Floors naaova 29431 FL01 Floor 5 1 Job Reference o tional .asc coasl,p cuss, — Tierce, "aasno imau s uurze zui o mu eK mausmes, inc. men �epzi uo:afaezuio rages ID:D9NID9ZBX07563Xva3UkXZybUBw-G3BdmR12AK7ywJXVJ6Wjj8vgh57anOR_PnQAcwybTcc "{ 2-0-0 PA: O le = 1:34.6 3X3 = 6x6 = 3x3 = 3x4 = 3x3 = 3x3 =1x4 II 1, II 34 FP = 3x3 = 3x4 = 3x3 — 6x6 — 1 2 3 4 5 6 7 11 9 10 11 12 13 ofTill 19 24 23 22 21 20 19 18 17 16 15 14 x3 I I 46 = 3x4 = 3x8 M18SHS FP = 3x3 = 3x3 = 3x4 = 46 = 3x3 11 3x3 = 3x3 = 9-10-0 10-11-8 c 1 1-6-0 2-6-0 2-0-0 1-11-0 0. A 140-0 1ft -8 1-11-0 i 2-0-0 i 2 . 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.29 18-19 >774 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.84 Vert(TL) -0.46 18-19 >494 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) -0.08 13 n/a n/a BCDL 5.0 Code FBC2014/rP12007 (Matrix) Weight: 104 lb FT = O%F, O%E LUMBE BRACING - TOP CH RD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc purlins, except BOT CH - RD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACT IO� S. (lb/size) 1=1036/0-3-0, 13=1036/0-3-0 FORCES{! (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=1074/0, 2-3=-1070/0, 34=-2612/0, 4-5=3579/0, 5-6=-3996/0, 6-7=-3996/0, 7-8=3996/0, B-9=-3579/0, 9-10=-3579/0, 10-11=-2612/0, 11-12=-1070/0, 12-13=1074/0 IRD BOTCH 22-23=0/1969, 21-22=0/3229, 20-21=0/3906, 19-20=0/3906, 18-19=0/3996, 17-18=0/3906, 16-17=0/3229, 15-16=0/1969 WEBS 6-19=-373/96, 7-18=373/96, 1-23=0/1393, 3-23=1251/0, 3-22=0/894, 4-22=858/0, 4-21=01486, 5-21=-496/0, 5-19=-208/577, 13-15=0/1393, 11-15=-1251/0, 11-16=0/894, 10-16=-858/0, 10-17=0/486, 8-17=-496/0, 8-18=208/577 NOTES- 1) Unbals 2) All plal 3) Plates 4) "Semi- 5) Recon be atta 6) Gap bi 7) Wamir ad floor live loads have been considered for this design. are MT20 plates unless otherwise indicated. :eked for a plus or minus 0 degree rotation about its center. d pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. and 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to sd to walls at their outer ends or restrained by other means. een inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Additional permanent and stability bracing for truss system (not part of this component design) is always required. �1111111r/rr J . •DENS• , r'�•� No 68182 E O F �rrr1111111���` Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 AL WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7477 rev. 02116,2016 BEFORE USE. Desig I�alid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applic 4 bility of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for I feral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the �VliTek" erect Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabric � Ion, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT 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 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply Lash Res./Floors n44oz7s 29431 FL02 Floor 3 1 - Reference o tional ID:D9NjD9ZBX07563Xva3UkXZybUBw-kFk?zn1gxeFpYT6isplyFLS6AVWrWYB7aR9j8NybTcb O3-8 1-3-0 � o� 2-0-0�a9 a saalle - h:zts IH I i 5x5 = 3x3 = 3x3 = 3x3 = 3x6 FP = 3x3 = 3x3 __ 5x5 = 1 2 3 4 53x3 6 7 8 9 O i 90 17 16 15 14 13 12 11 10 3x3 II 3x4 = 3x3 = 1x4 II 1x4 II 3x3 = 3x4 = 3x3 II 4 3 1-9-8 3-8 5-2-8 6-2-8 7-2-8 8- -3 10.7-3 12-1-3 1 -5- .38 1-8-0 2-6-0 0-11-0 1-0.0 1-0.0 0-10-11 2-6-0 1-6.0 -31 Plate O sets X Y — 1:0-2-0 Ede 9:0-2-0 Ed e LOADI IG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.07 14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(TL) -0.09 14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) -0.02 9 n/a Net BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 68 lb FT = 0%F, 0%E LUMBE �I BRACING - TOP C bRD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CF ORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LS. REACT (lb/size) 1=636/0-3-0, 9=636/0-3-5 II FORCE (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C ORD 1-2=610/0, 2-3=-605/0, 3-4=-1342/0, 4-5=-1493/0, 5-6=-1343/0, 6-7=-1343/0, 7-8=-605/0, 8-9=-610/0 BOT C ORD 15-16=0/1103, 14-15=0/1493, 13-14=0/1493, 12-13=0/1493, 11-12=0/1102 WEBS II 1-16=01788, 3-16=-692/0, 3-15=01373, 4-15=385/0, 9-11=0/788, 7-11=-691/0, 7-12=0/376, 5-12=-390/0 1) Unba anhed floor live loads have been considered for this design. 2) Plate 3) "Semirigid II checked for a plus or minus 0 degree rotation about its center. pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Reco mend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be a ached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) Wam `1 g: Additional permanent and stability bracing for truss system (not part of this component design) is always required. , 1 111 r ' N I V��� OPa........ .� J GE.NS• •��0 No 68182 �XTE OF J ,�.• O,. • 0 R C��`% E�.%% Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 f 6904 Parke East Blvd. Tampa FL 33610 Date: September 21,2015 ®V DARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 07116/2015 BEFORE USE. ° - De APTGcability n valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component. of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is to1lateral ere support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the or. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek' fabjication,quallty Sale control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/ ' Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. 'Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 1 „ 0' /16 C1-2 C2J 2. Truss bracing must be designed by an engineer. For T WEBS e 4 Op 2 V l� 3 �y1 3 O b wide truss spacing, individual lateral braces themselves may require bracing, or altemative Tor 1 bracing should be considered. 3. Never exceed the design loading shown and never � �° U stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate cz a csa 6 designer, erection supervisor, property owner and plates 0-'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 software of Upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-131 1, ESR-1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.' LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or by text in the bracing section of the 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 ff. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2012 MTek@ All Rights Reserved 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. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown Is for crushing only. _�� 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB=84�Desjgn_Standard for Bracing_ -- --- e ----- o ----- BCSI: Building Componen a e y n orma ton, -- —_ _� _ - -- - - ----- ----=2t��stgn-dssurrsesrrsanofdct--e-inac�arscewir� is not sufficient. • -----s-- Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing 8, Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 02/16/2015