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HomeMy WebLinkAboutRevisions; TrussOFFICE USE ONLY: DATE FILED: REVISION FEE 2. 4. 5. T.nV ATrnN/c'1TW. PERMIT # 1413 -" RECEIPT # PLANNING c& DEVELOPI BUILDING & CODE REGU 2300 VIRGINIA 2 FORT PIERCE, FL (772).462-1553 FAX I A,PPLICA,TION FOR BUILT PROJECT INF DETAILED DESCRIPTION OF PROJECT REVISIONS: CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: BUSINESS NAME: QUALIFIERS NAME: ADDRESS: �gijb CITY: qua S -k PRONE (DAYTIME): OWNER/BUILDER INFORMATION: NAME: ADDRESS: f S(/j 'P5 CITY: PHONE: - 5-7 2 45 ARCHITECT/ENGINEER INFORMATION: NAME: c a a- ba' ADDRESS: q a (I CJeo d i4t, d CITY: fu PHONE(DAYTIME): Revised 07/22/20I4 ST. LUCIE COUNTY CERT. #: ) 4� I/ /, 7- STATE: G ZIP: FAX: TE: FAX: ZIP: M Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 72311 - MiTek USA, Inc. Site Information: 6904 Parke East Bivd. Tampa, FL 33610 4115 Customer Info: Paul Jacquin & Sons Project Name: 72311 Model: Subdivision: UPY Lot/Block: Address: unknown City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010rfP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 50.0 psf Floor Load: N/A psf This package includes 16 individual, dated Truss Design Drawings and-0 Additional - With my seal affixed to this sheet, I hereby certify that I am the.�Truss Design Engine conforms to 61 G15-31.003, section 5 of the Florida Board of Profe . sional I -gee No. Seal# I Truss Name I Date 1 T7095915 I A 15/21/0151 2 T7095916 JA1 5/21/015 = T7095917 I B 5/21 /015 4 IT7095918 I GRA 5/21/015 15 1 T7095919 1 V4 5/21/015 6 I T7095920 1 V8 _ 1 5/21/015 17 IT7095921 1 V12 1 5/21/015 1 18 1 T7095922 1 V16 ( 5/21/015 1 19 I T7095923 1 V20 1 5/21/015 I 10 IT7095924 V24 5/21 /015 11 IT7095925 V28 5/21/015 12 IT7095926 V32 5/21/015 113 I T7095927 1 V35 1 5/21 /015 1 14 JT7095928 V36 5/21 /015 15 I T7095929 I V361 1 5/21 /0151 116 I T7095930 I V362 1 5/21 /0151 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. �80WEN ENGINEERING. - C.ORPORATION EB-0005026 1528 VASSAR STREET, ' ORLANDO; FL 32804 .407-423.7585 DATE: NO EXCEPTION TAKEN_, EXCEPTION TAKEN AS NOTED TED/RESUBMIT Q, REJEC b'r ; REVIEWED.ONLY FOR CONFORMANCE WITH DESIGN CONCEPT OF PROJECT AND GENERAL COMPLIANCE.WITH INFORMATION GIVEN ON CONTRACT DOCUMENTS. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL, DIMENSIONS, MEANS & METHODS OF CONSTRUCTION . CONFIRMATION Of FIELD DIMENSIONS, COORDINATION OF FIELD DIMENSIONS'AND CONDITIONS, AND REQUIRED COORDINATION OFTHIS WORK WITH RELATED ,TRADDE!;. (}S & TECHNIQUES QF FABRICATION TSPONSIBI •, A & �• ERECTION. T%% n�-,IN' _I N, 8182 STATE OF ,,/C�;�` �, 411i1n1u+1` FL Cert. 6634 May 21,2015 Velez, Joaquin 1 of 1 v 031vil V, ONO ji m 72311 SCISSORS s Mar 27 T7095915 6-1-0 12-2-0 18-3-0 24.4-0 30-5-0 36-6-0 6-1 5x6 = 6.00 F12 9-1-8 18-3-0 27-4-8 36.6-0 o-1-R 9-1•R 9-1-8 Scale =1:77.1 Plate Offsets (X Y)-- (l:Edge 0-3-31 f3:0-3-0 Edge1 f11:0-7-0 0-6-01 (13:0-7-0 0-3-101 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.48 13-15 >907 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.32 13-15 >332 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(TL) 0.68 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:361 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x8 SP 240OF 2.OE *Except* 13-14: 2x4 SP M 30, 1-14: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 5-13: 2x4 SP M 30 OTHERS 2x8 SP 240OF 2.0E LBR SCAB 10-11 2x8 SP 240OF 2.0E both sides WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-5-15 oc bracing. WEBS 1 Row at midpt 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1721/0-6-0, 9=2709/0-6-0 Max Horz 1=-485(LC 6) Max Upliftl=-792(LC 8), 9=-1252(LC 8) Max Grav 1=1727(LC 13), 9=2709(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 5696/2414, 2-3= 5185/2121, 3-4=-5124/2140, 4-5=-3578/1444, 5-6= 3608/1442, 6-7=-4591/1845, 7-8=-4755/1833, 8-9=-4276/1494 BOT CHORD 1-15— 2000/5489, 14-15=-1487/4648, 13-14=-1485/4685, 12-13=-1318/4068, 11-12= 1112/3874, 11-23=-1071/3793, 9-23=-1078/3771 WEBS 5-13= 999/2725, 6-13=-1134/577, 6-12=-56/653, 4-13=1279/744, 4-15= 197/617, 2-15= 474/405, 8-11=-1120/514, 8-12= 486/1005 NOTES- 1) Attached 14-10-8 scab 10 to 11, front face(s) 2x8 SP 240OF 2.0E with 2 Fowls) of 10d (0.131 "x3") nails spaced 9" o.c.except : starting at 0-0-0 from end at joint 11, nail 2 row(s) at 7" o.c. for 2-0-0. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=50fh eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 11. 6) Plate(s) at joint(s) 11 checked for a plus or minus 2 degree rotation about its center. 7i This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 792 lb uplift at joint 1 and 1252 lb uplift at joint 9. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9. 141§9iMWA&0breaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 May 21,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02(1612015 BEFORE USE. Design valid for use only with MBek connectors. This design Is based only upon parameters shown, and is for an Individual building component. � Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and SCSI 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 T7095915 72311 A SCISSORS 22 1 t Job Reference (optional) Chambers I russ, Fort Fierce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-80, 5-21= 80, 13-16= 20, 9-13_ 20, 9-10— 101 7.620 s Mar 27 2015 MI I eK Industries, Inc. 1 hu May 21 15:55:45 2015 Fage 2 I D:o8AL60_vnMuf7jblyk9AFMyseUB-KBb_dkxvBFMmg4gZOP?GFf6ggxvwQ5rAOAp6r7zEGjP ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 0211612016 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. �y Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the ilniTek' 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ava0abte from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T7095916 72311 Al SCISSORS 12 1 Job Reference (optional) Chambers I runs, Fort Fierce, FL ,.. r ID:o8AL60 vnMuf7jblyk9AFMyseUB-oN9Mr4yXvZUdIEPmx6WVosf_ILEm9XaJFgZgNazEGjO 6-1-0 12-2-0 183-0 24.4.0 30-5-0 366-0 6-1-0 6-1-0 6-1-0 6-1-0 Scale=1:77.1 Sx6 = 6.00 F12 9-1-e 18-3-0 27-4-8 36-6-0 42-6-0 q_1_A 9-1-A 9-1-8 6-0-0 Plate Offsets (X Y)-- (1-Edge 0-3-31 (3.0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.56 14-16 >783 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.45 14-16 >302 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Horz(TL) 0.79 9 n1a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 205lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-12 oc purlins. BOT CHORD 2x4 SP M 31 'Except' BOT CHORD Rigid ceiling directly applied or 5-2-13 oc bracing. 14-15: 2x4 SP M 30, 10-12: 2x8 SP 240OF 2.0E WEBS 1 Row at midpt 4-14 WEBS 2x4 SP No.3 `Except` MiTek recommends that Stabilizers and required cross bracing 5-14: 2x4 SP M 30 be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=1771/0-6-0, 9=2374/0-6-0, 11=246/0-3-8 Max Harz 1=-430(LC 6) Max Upliftl= 821(LC 8), 9=912(LC 8), 11=126(LC 5) Max Grav 1 =1 771 (LC 1), 9=2374(LC 1), 11=278(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5752/2573, 2-3=-5244/2288, 3-4=-5183/2307, 4-5=-3783/1624, 5-6=-3779/1622, 6-7=-4675/2193, 7-8=-4863/2181, 8-9=-4721/2203 BOT CHORD 1-16=-2202/5497, 15-16= 1706/4660, 14-15=-1704/4698, 13-14=-1627/4258, 12-13=-1838/4216, 9-12=-1834/4174 WEBS 5-14=-1160/2842, 6-14=1095/660, 6-13=-126/427, 4-14=-1279/739, 4-16= 186/615, 2-16=-470/394, 8-12= 533/201, 8-13=0/396 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 821 lb uplift at joint 1, 912 lb uplift at joint 9 a and 126 lb uplift at joint 11. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 11. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �11110 Oki IN 11VE , ,ii E N,3 N 68182 o �•� T100. /1i111111\� FL Cert. 6634 May 21,2015 ® WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 0211612015 BEFORE USE. Design valid for use only with MIIek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �' Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the {� iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312- Alexandria, VA 22314. Tampa, FL 33610 Job russ Truss Type Qty Ply T7095917 72311 B SCISSORS 7 1 Job Reference (optional) chambers truss, tort tierce, t-L -r`••••'•-"'""'-"••' n ID:o8AL60_vnMuf7jbl yk9AFMyseUB-Gaj l2Qy9gtcUvN-yVq 1 kK4BGJkcyuzDTTUI DvOzEGjN 6-1-0 12-21 183-0 24-41 301-0 36-6-0 6-1-0 6-1-0 6-1-0 5x6 = 6.00 12 3-0-0 Ni 183-0 27-4-8 36.6-0 o n n c_i n 0-1st 9-1-A LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2010/TP12007 CSI. TC 0.44 BC 0.78 WB 0.90 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Except' 11-12,12-14: 2x8 SP 2400F 2.0E WEBS 2x4 SP No.3 *Except* 2-17: 2x6 SP No.2 OTHERS 2x8 SP 2400F 2.0E LBR SCAB 11-12 2x8 SP 2400F 2.0E both sides WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 10=2540/0-6-0, 17=1890/0-6-0 Max Harz 17= 450(LC 6) Max Upiiftl0=-1169(LC 8), 17=-1015(LC 8) DEFL. in (loc) I/defl Lid Vert(LL)-0.2314-16 >999 360 Vert(TL)-0.8014-16 >495 240 Horz(TL) 0.39 10 n/a n/a Scale=1:78.3 PLATES GRIP MT20 244/190 Weight: 368 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-9 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. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-401/415, 2-3=-297/397, 3-4=-3236/1173, 4-5= 3147/1192, 5-6=-2874/1099, 6-7= 2889/1097, 7-8=-4030/1515, 8-9=-4195/1503, 9-1 0=-3795/121 1 BOT CHORD 1-17= 306/415, 16-17— 559/2508, 15-16=-875/3365, 14-15=-873/3403, 13-14=-1007/3469, 12-13=-853/3433, 12-25=-816/3358, 10-25=-822/3335 WEBS 6-14=-689/2077, 7-14=-1144/583, 7-13=-60/666, 5-14= 654/446, 5-16=-379/235, 3-16=-165/780, 9-12=-1044/476, 9-13=-463/899, 3-17=-3090/1388, 2-17=-260/216 NOTES- 1) Attached 14-10-8 scab 11 to 12, front face(s) 2x8 SP 2400F 2.0E with 2 row(s) of 10d (0.131 "x3") nails spaced 9" o.C.. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=50ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) The solid section of the plate is required to be placed over the splice line at joint(s) 12. 5) Plate(s) at joint(s) 12 checked for a plus or minus 1 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8} Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1169 lb uplift at joint 10 and 1015 lb uplift at joint 17. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10, 17. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard %%QU 1 N t 'VF i��i♦. P i Nit 68182 s r "0 • .0 T O F . 441 i� • �tltlitit FL Cert. 6634 May 21,2015 conanuea on page z ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev- 0211612016 BEFORE USE. ■■ Design valid for use only with MBek connectors. This design is based only upon. parameters shown, and is for an Individual building component. � Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the IVdiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricatlon, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I 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 city Ply T7095917 72311 B SCISSORS 7 1 Job Reference (optional) chambers I russ, Fort rlerCe, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-80, 6-23=-80, 14-18=-20, 10-14=-20, 10-11=-101 /.bLU S Mar Zf LU1 b MI 1 BK Inausine S, mc. I nu May L7 1 S:bb:bv zulb rage L ID:o8AL60_vnMuf7jblyk9AFMyseUB-Gajl2Qy9gtcUvNyVg1 kK4BGJkcyuzDTTUIDvOzEGjN ® WARNING - 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 MRek connectors. This design is based only upon parameters shown, and Is for an Individual building component.� Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbllllty of the MiTek' erector. Additional permanent bracing of the overall structure Is the respor�bllity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Type OtyPlyT7095918 PbTruss 72311 GRA 71rulss AL 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MI I eK Industries, Inc. I hu May 21 13:55:51 2015 Page 1 ' I D:o8AL60_vnMuf7jblyk9AFMyseUB-kmH7GIznRAkLXXY83XYztHkSf8?8dSEci82nSSzEGjM O'610 6-5-0 , 12-4-0 183-0 24-2-0 30-1-0 36-0-0 36�r0 0-6-0 5-11-0 5-11-0 5-11-0 5-11-0 5-11-0 5-11-0 Scale=1:68.4 5 12 .. 11 nn w 3x4 i 3x \ 4 6 3X6 i 3X6 3x4 i 3 7 3x4 2 8 5x12 i 1 95x12 o I6I6 o 18 17 16 4x6 14 12 11 = 4X6 = = 4x4 II II 6x8 = Or6�0 6-5-0 12-4-0 3x4 = 18-3-0 3x8 3x4 6x8 24-2-0 , 30-1-0 36-0-0 36-6r0 0-6-0 5-11.0 5-11-0 5-11-0 5-11-0 5-11-0 5.11-0 0-6-0 Plate Offsets (X Y)-- rl:0-3-8 0-3-Oj (9:0-3-8 0-3-01 (10:Edge 0-3-81 r11:0-3-8 0-3-01 r17:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.14 14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.31 14-16 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(TL) 0.09 19 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 224lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing. 1-18,9-10: 2x4 SP No.3 WEBS 1 Row at midpt 5-14, 6-14, 4-14 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 19=1973/0-6-0, 20=197310-6-0 Max Horz 20= 422(LC 6) Max Upliftl9=-910(LC 8), 20=-910(LC 8) Max Grav 1 9=2046(LC 14), 20=2046(LC 13) FORCES. (b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2750/1256, 2-3=-2467/1208, 3-4=-2300/1228, 4-5= 1942/1087, 5-6=-1940/1067, 6-7=-2315/1228, 7-8=-2482/1208, 8-9=-2777/1256 BOT CHORD 18-20= 76/271, 1-20=-1775/834, 18-21= 229/557, 17-21=-229/557, 16-17= 1032/2672, 15-1 6=-825/2356,15-22=-825/2356, 14-22=-825/2356, 14-23=-825/2103, 13-23= 825/2103, 12-13=-825/2103, 11-12=-1032/2380, 11-24= 165/339, 10-24=-165/339, 10-19=-76/270, 9-19= 1775/834 WEBS 5-14=-681/1234, 6-14=-912/475, 6-12=-96/385, 8-12=-389/246, 9-11=-878/2073, 4-14=-906/475, 4-16=-96/378, 2-16=-376/246, 1-17=-878/2142 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=50ft; eave=6ft Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Bearing at joint(s) 19, 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 910 lb uplift at joint 19 and 910 lb uplift at joint 20. "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard '� Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 e%0 Oki I N f fVF :�� , .•\'�G E NJ 4�' nor r s � r N 68182 :�•: T OF :•� 4 s , Ilfltltll FL Cert. 6634 May 21,2015 WARNING - Ver11y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with Mflek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. � Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbllllty 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/7Pll 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. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T7095918 72311 GRA SPECIAL 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL /.bZu s Mar 2/ Zulb MI IeK Inaustrles, Inc. I nu May 2l l3:bb:oz Zulb rage e I D:oBAL60_vnMuf7jbl yk9AFMyseUB-CyrVT5_PC UsC9h7LdF3CPVHdOYLNMvUmxonK_vzEGjL LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-80, 5-9=-80, 18-21=-143(F=-123), 21-24— 20, 10-24=-143(F= 123) ® WARNING - 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 Mflek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �s Appllcabllity 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 MiTek° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatlom quality control, storage, delivery, erection and bracing, consult ANSI7TPI I Quality Criterla, 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 T7095919 72311 V4 VALLEY 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mat 27 z01 b Mi r eK Industries, inc. Thu May 21 1 u:66:00 26i b Page 1 ID:o8AL60 vnMuf7jblykgAFMyseUB-zVJX8g4RKxs36wkt5wD5kBc4bmAwEjoxn2jlGRzEGjD 2-0-0 4-0-0 2-0-0 2-0-0 3x4 i 3x6 = Scale = 1:7.8 3x4 4-0-0 4-0-0 Plate Offsets (X Y)-- f2:0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code F13C2010/rPI2007 (Matrix) Weight: 11 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 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 Installation guide. REACTIONS. (lb/size) 1=138/4-0-0, 3=138/4-0-0 Max Horz 1=33(LC 7) Max Upliftl=-64(LC 8), 3=-64(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=50ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �11111111111 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 1 and 64 lb uplift at joint ,,��` Q� I N Vic 3. 7 "Semi -rigid itchbreaks includingheels" Member end fixitymodel was used In the analysis and design of this truss. ��, OP:•' `` ��, 0 N 681.82 ~ � • /• 1 '.�'. T OF . �� .. •,,�ss O N AL ���. 111111111 FL Cert. 6634 May 21,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/1672015 BEFORE USE. Design valid for use only with Meek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �� Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the MOWerector. Additional permanent bracing of the overall structure Is The responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I 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 T7095920 72311 V8 VALLEY 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Thu May 21 13:66:00 2015 Page 1 I D:o8AL60_vnMuf7jblykgAFMyseUB-zVJX8g4RKxs36wkt5wD5kBc_im9Q Ej4xn2jIGRzEGj D 4-0-0 8-0-0 4-0-0 4-0-0 Scale = 1:15.4 4x4 = 3x4 2x3 11 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.44 Vert(LL) n/a n1a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999 BOLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 25 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=173/8-0-0, 3=173/8-0-0, 4=330/8-0-0 Max Harz 1=-81(LC 6) Max Upliftl= 99(LC 8), 3= 99(LC 8), 4=-115(LC 8) Max Grav1=176(LC 13), 3=188(LC 14), 4=330(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 1, 99 lb uplift at joint 3 and 115 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 00 in, 00 i ` N 68182 T OF :O• o� ��r�eneeee�� FL Cert. 6634 May 21,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1-7473 rev. 02/16f2016 BEFORE USE. Design valid for use only with Mlfek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �� Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilllty of the 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 ANSIRPII 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 T7095921 72311 V12 VALLEY 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Thu May 21 13:55:52 2015 Page 1 I D:o8AL60_vnMuf7jblyk9AFMyseUB-CyrVT5_PCUsC9h7LdF3CPVH VRYM W M40mxonK_vzEGjL 6-0-0 12-0-0 6-0-0 6-0-0 4x6 = 3x4 i ,3 1 I 3x4 ZZ Scale = 1:21.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.52 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 39lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=246/12-0-0, 3=246/12-0-0, 4=584/12-0-0 Max Harz 1=129(LC 7) Max Upliftl=-131(LC 8), 3=-131(LC 8), 4= 235(LC 8) Max Grav1=254(LC 13), 3=272(LC 14), 4=584(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-416/241 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc puffins. 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 quide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 1, 131 lb uplift at joint 3 and 235 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i N 681.82 4 � fr �O i'.• T O F• 0111111 lit" FL Cert. 6634 May 21,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 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. �� Applicability of design parameters and proper Incorporation of component Is responslblllty of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandriaa, VA 22314. Tampa, FL 33610 Job I russ Truss Type Qty Ply T7095922 72311 V16 GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Thu May 21 13:55:53 2015 Page 1 I D:oSAL60_vnMuf7jbl yk9AFMyseUB-g9OtgR?2zo_3mriXAybRyiplW yko5XUvASXtW LzEGjK 8-0-0 16-" 8.0-0 8.0-0 Scale = 1:28.6 45 = 3x4 i 8 7 b 3x4 2x3 11 5x6 = 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.32 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) PLATES GRIP MT20 244/190 Weight: 56 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-0-0. (lb) - Max Harz 1=177(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 7=-110(LC 8), 8= 286(LC 8), 6=-286(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=446(LC 1), 8=536(LC 13), 6=536(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7= 339/142, 2-8=-457/314, 4-6=-457/314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=50ft; eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Qt=lb) 7=110, 8=286, 6=286. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. FL Cert. 6634 May 21,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev. 0211672015 BEFORE USE. Design valid for use only with Mffek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown �v Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity 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/TPI I Quality Criterla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Qty PlyT7095923 P72b 311 V20 GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2ol5 MI I ek Inausirles, Inc. I hu May 21 13:bb:b4 2016 Page 1 I D:o8AL60_vnMuf7iblyk9AFMyseUB-8LyFun?gk56vO?Hjkg6hVwMrxM2wgzX206GR2nzEGjJ 10.0.0 20-0-0 10.0.0 10-0-0 Scale = 1:33.6 4x5 = 3X4 i 9 8 7 6 3X4 2x3 I I 3x6 = 2x3 11 2x3 1I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.46 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) PLATES GRIP MT20 244/190 Weight: 72 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-0-0. (lb) - Max Horz 1=225(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 7= 121(LC 8), 9= 352(LC 8), 6=-352(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=532(LC 1). 9=659(LC 13), 6=659(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-406/159, 2-9=-556/383, 4-6=-556/383 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; B=45ft L=50ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 7=121, 9=352, 6=352. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. G E.N S*`'�� ♦�♦i i N 68182 �•�. T OF '•41J' a N �1111111 it FL Cert. 6634 May 21,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED•MITEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE. Design valid for use only with MBek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilllty, of the MOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ava0abie from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T7095924 72311 V24 GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FLy a i -: aga , I D:o8AL60_vnMuf7jbl yk9AFMys eU B-BLyFun?gk56vO? Hjkg6hVwM_PM 78gye2O6G R2nz EGjJ 12-0-0 24-0-0 12-0-0 12-0-0 Scale = 1:42.5 45 = 3x4 i � � 8 9 7 10 6 3x4 � 2x3 11 5x6 = 2x3 [I Plate Offsets (X Y)-- f7'0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix) Weight: 89lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 24-0-0. (lb) - Max Harz 1=-273(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 7 except 8=-415(LC 8), 6=-415(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=659(LC 13), 8=806(LC 13), 6=806(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7= 373/101, 2-8=-636/440, 4-6= 636/440 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=50ft eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except Qt=lb) 8=415, 6=415. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. e�Ne'�Oki IN 1 dV F .�� pP• G •N �F i N 68182 *� �* Er Z T O F • 44/ % %� i� ���f111EN1�, FL Cert. 6634 May 21,2015 WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 0211672015 BEFORE USE. Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and Is for an Individual bulding component. �, Applicablllly 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 responslblllty 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 ob Truss Truss Type Qty Ply T7095925 72311 V28 GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MI I eK Industries, Inc. I hu May 21 13:55:55 2015 vage 1 I D:o8AL60_ynMuf7jbl yk9AFMyseU B-dXW e5701 VPEm09swlNdw17u6nIREZOfComO_bDzEGj I 14-M 28-0-0 14-M 14-0-0 Scale = 1:47.2 4x5 = 6.00 12 3 3x4 G 9 8 7 6 3x4 5x6 = 23 I I 3x6 = 2x3 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.26 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix) Weight: 106lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 28-0-0. (lb) - Max Horz 1— 321(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 8 except 1=-125(LC 8), 9=-486(LC 8), 6=-486(LC 8), 5=-125(LC 8) Max Grav All reactions 250 Ib or less at joints) except 1=319(LC 1), 8=659(LC 13), 9=1001(LC 13), 6=1001(LC 14), 5=319(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 278/230 WEBS 3-8=-366/57, 2-9=-738/512, 4-6=-737/511 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45fh L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 `,,+t1111111/0°° 3) The solid section of the plate is required to be placed over the splice line at joint(s) 2, 4. ``a� QU IN V °% 4) Plate(s) at joint(s) 2 and 4 checked for a plus or minus 3 degree rotation about its center. `,` lJP. ....... 5) Gable requires continuous bottom chord bearing. ,% ' ,• G E N ' • �i� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. % .' �r F•••, 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. N 6811182 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except Qt=lb) 1=125 v * • ' * �_ 9=486, 6=486, 5=125. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. /; T OF . a °0 wit fill, FL Cert. 6634 May 21,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 0211612016 BEFORE USE. Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. � Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not Truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibllllty of the {VliTek• 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/TPI I 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 T7095926 72311 V32 GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 Mi i eK industries, Inc. Thu May 21 13:66:66 2015 rage 1 I D:o8AL60_vnMuf7jblyk9AFMyseUB-5k40JT1 wGjMddl R6s589aLRKo9o01p5LsQIY7gzEGj H 16-0-0 32-0-0 16.0-0 16-0-0 4x5 = a nnF'o Scale=1:52.9 3x4 i 16 15 14 13 12 11 10 3x4 3x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 TCDL 20.0 Lumber DOL 1.25 BC 0.23 BCLL 0.0 Rep Stress Incr YES WB 0.43 BCDL 10.0 Code FBC2010ITP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 DEFL. in (loc) I/defl Ud Vert(LL) n/a n1a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.01 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 127 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 32-0-0. (lb) - Max Horz 1=-369(LC 6) Max Uplift All uplift 100 lb or less at joints) 1, 9 except 15= 402(LC 8), 16=-315(LC 8), 11=-402(LC 8), 10=-315(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 13=702(LC 13), 15=843(LC 13), 16=579(LC 13), 11=842(LC 14), 10=579(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-304/284, 2-3= 292/167, 4-5=-246/294, 5-6— 199/294 WEBS 5-13=-380/26, 4-15= 632/440, 2-16= 484/344, 6-11=-632/440, 8-10=-484/344 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x3 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9 except Qt=1b) 15=402, 16=315, 11=402, 10=315. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 May 21, 2015 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 0211612016 BEFORE USE Design valid for use only with Mflek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsib0111y of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T7095927 72311 V35 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MI I ek Industries, Inc. I nu May 21 13:55:57 2015 Fage I I D:o8AL6O_vnMuf7jbl yk9AFMyseUB-ZweOW p2Y10U U FS01 PofO6Y_PIZ3c1 H RV44V5f6zEGjG 17-9-0 17-9.0 Scale = 1:53.8 3x4 i 11 1012 9 8 7 2x3 I 2x3 11 3XIS = 3x4 I I 2x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.52 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight: 82 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 6-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 17-9-0. (lb) - Max Horz 1=514(LC 8) Max Uplift Ali uplift 100 lb or less at joint(s) 1 except 7= 124(LC 8), 8=-328(LC 8), 10=-31 O(LC 8), 11= 258(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1 except 7=289(LC 13), 8=789(LC 13), 10=640(LC 13), 11=474(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-562/277, 2-3=-426/227, 3-4=-256/70 WEBS 5-8=-511/362, 3-10=-480/340, 2-11=405/287 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=50ft eave=6ft Cat. II; 111111111111 Exp C; Encl., GCpi=0.16; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ,+��� QU IN V§1.I�� 2) Gable requires continuous bottom chord bearing. ,�� OP . • • •' • • `� �i� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G E iv 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 �* �.'��.� S'�•.? v� fit between the bottom chord and any other members, with BCDL=10.Opsf. (jt=lb) 7=124 N 6 8182 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except• = •�* 8=328, 10=310, 11=258. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :'P ' T OF ' 41J i 10 ft. • ,�o''iss O N PAL ��C �• 1111 n 11111� FL Cert. 6634 May 21,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 0211612016 BEFORE USE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �� Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilllty of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabilcation, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I 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 city Ply T7095928 72311 V36 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 6 O 7.620 s Mar 27 20i 5 Mi I ek mUUsirles, inu. Thu may 21 13:55:58 2016 Faye i I D:o8AL60_vnMuf7jbl yk9AFMyseUB-16Cmk93AoKcLtcbUzVAdfmW a?zPnmjZeJkEeBYzEGjF 18-1-0 3x4 = 11 10 9 8 7 2x3 I 3x6 = 2x3 11 2x3 11 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.53 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Scale = 1:53.2 PLATES GRIP MT20 244/190 Weight: 88 lb FT = 0% LUMBER- BRACING- ' TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 6-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 18-1-0. (lb) - Max Harz 1=549(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1 except 7=-123(LC 8), 8=-329(LC 8), 9=-307(LC 8), 11=-296(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1 except 7=289(LC 13), 8=792(LC 13), 9=649(LC 13), 11=517(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-583/292, 2-3=-426/227, 3-4=-256/71 WEBS 5-8— 512/363, 3-9=-477/337, 2-11= 434/319 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 7=123 , 8=329, 9=307, 11=296. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. %,ii,%Oki I N "VF 1'ii o N 68182 ?� T S® ��Qf1111lt+O�® FL Cert. 6634 May 21,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1­7473 rev. 02N612015 BEFORE USE. Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �� Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbilllty of the MiTek" erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T7095929 72311 V361 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 18-1-0 4x4 7.620 a Mar 27 2015 MiTek Industries, Inc. Thu May 21 13:55:68 2015 Page 1 I D:o8AL60_vnMuf7jblyk9AFMyseUB-VJmBxU3oZekCVmAhXDisCz3lkNktVgknYO_CkOzEGjE -- I I 10 9 8 7 4x4 II 2x3 11 5X6 = 2X3 11 3X4 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 20.0 Lumber DOL 1.25 BOLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/fP12007 CSI. DEFL. in (loc) I/defl Ud TC 0.65 Vert(LL) n/a n/a 999 BC 0.60 Vert(TL) n/a rda 999 W B 0.50 Horz(TL) 0.00 7 n/a n/a (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 WEBS REACTIONS. All bearings 18-1-0. (lb) - Max Harz 11=572(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 11=-103(LC 6), 7= 124(LC 8), 8=-332(LC 8), 9=-285(LC 8), 10=-445(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 11=365(LC 8), 7=289(LC 13), 8=793(LC 13), 9=643(LC 13), 10=561(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-278/83, 1-2=-603/298, 2-3=-422/225, 3-4= 257/71 WEBS 5-8=-513/365, 3-9= 474/327, 2-10=-451/380 Scale=1:55.7 PLATES GRIP MT20 244/190 Weight: 91 lb FT = 0% Structural wood sheathing directly applied or 5-10-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 6-7 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. NOTES - Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=50ft; eave=6ft; Cat. II; �, %(,�� N� Exp C; Encl., GCpi=0.18; MW FRS (directional); end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 `,� OP•• • • . • .. • 2) Gable requires continuous bottom chord bearing. ♦♦ , .• G E N,9 ••. �i� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ �. F ••, e 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, with BCDL = IO.Opsf. N 68182 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 11, 124 lb uplift at joint 7 _� * • • •' 332 lb uplift at joint 8, 285 lb uplift at joint 9 and 445 lb uplift at joint 10. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. -p ; T OF ;O• s ems, . T `O P ,: \�,�♦ % roilr�ne�� FL Cert. 6634 May 21,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and is for an Individual building component.' Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not Truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure slabllltyduring construction Is the responsibilllly 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 tracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street Suite 312- Alexandria. VA 22314. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. lhtl Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/1 d' MIA For 4 x 2 orientation, locate plates 0-14S' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 c O O a- O 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 © 2012 MiTek® All Rights Reserved mm W1 0 MiTek a MiTek Engineering Reference Sheet: Mil-7473 rev. 02/16/2015 Failure to Follow•Could Cause Property Damage or Personal Injury 1. Additional stdbility tracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, -individual lateral braces themselves may require bracing, or alternative Tor I bracing should•be considered. 3. Never exceed fhe design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane atjoint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed IW. at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. =LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. 5PAGINIG NOTE ALL TRUSSES ARE TO BE SET AT 2'-O ,ON CENTER EXCEPT AS NOTED MULTIPLE PLY TRUSSES MUST BE ASTENED TOGETHER PER ENGINEERING ® ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 23' - 30' IN L ® Do not stand on trusses, until they are braced per BCSI & properly nailed to straps & hangers - i" ©Rr.nhJ Noc1, 1 32 N1u iJ/11vN5 ofJ.t pANF!V.S. a r, E N GT H C) 19 iN+ DCEPPTAf% �I [fy�P1Nk! racEv AS N MrACTEo/xesurur , y olklil D DIDYFOR rONfO1WNOr GONCt PT OF PRIM, I'N'y t. NrRWllsrl 11 ROOM ION n, " 4 YY'a Act r,_r AC70R Snm hS1at( , METAL ROOFS SHOW IMPERFECTIONS. SPECIAL INSTALLATION CARE MUST BE TAKEN =r 4;,110rM`,c"I " l;17S rIEtD Oa1rxSluxS ANI I n1 It 1111, y y y y y 12 - 6.00 BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE J l IF MULTIPLE PLY. ® -3.0° 12 10'-2-1/2" � � WEDGE BY OTHERS , DON'T LIFT TRUSSES A 10'4" - WITH SPANS LONGER THAN 9-10 13'16" \ 0 BRG. 30' BY THE PEAK. BOT CHORD CONSULT BCSI 2'-2" 30' Span or less A 30' to 60' Span 0 degrees Sprea er Bar , ar less - ' NOT TO SCALE v vim 1/2 10 s n a r x, a o T in P PP. 9 L e REFER TO"BCSI Truss must be set this way if crane used. Truss is an example, your truss may not match. nsist crane operator sets truss this way. ag Approx 2/3 to E ✓ rY a.. r fTl L r C Line 1/2 of Span REFER TO BCSI Ass .must be set this way if crone used. This is an .example, truss may not match. - Insist crane operator sets truss this way. All load bearing walls, headers, beams & lintels must be in place at indicated height before trusses ® are installed. AIR HIll /'VF::>I—IE=F2 IVOT� UNLESS NOTED ELSEWHERE ON THIS LAYOUT, THESE TRUSSES ARE NOT DESIGNED FOR AIR HANDLERS IN THE ROOF OR FOR ANY OTHER A/C REQUIREMENTS. THIS MAY BE IN CONFLICT WITH BUILDING CODE AND A/C DESIGN REQUIREMENTS. CONSULT WITH BUILDING DEPARTMENT AND A/C CONTRACTOR. TYPICAL END DETAIL q CtlpIpN�7gx ur TN ; waptlWNr 9 ` eat . tRICAIPR':anal n. fly _ � T Ns u" �inlDlr s i 12 6.00 — J 3.00 _ / SEAT CUT 10'-2-1/2" 12 - - - BY OTHERS \ WEDGE BY OTHERS 6" / Y gRG. / I / I � / 6— ' 7 -5 - 7'_57 t END DETAIL: B END DE n X, -5 2" i-AbeAc, INDICATES LOAD BEARING 1io(-z- ll6 A)49T' REQUIRED BY TRUSSES I D(b I ^�� SUPPLIED BY BUILDER AT A HEIGHT OF 1U-2-1/2" IS STD �c� �IWUc� ABOVE FINISHED FLOOR In m m m 00 INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 10'-4" ABOVE FINISHED FLOOR - INDICATES LOAD BEARING A l .. REQUIRED BY TRUSSES ^ 30 4 11'-10" SUPPLIED BY BUILDER i V L AT A HEIGHT OF 10'-11 1/2" ABOVE FINISHED FLOOR L -C - s. /' CLOUZSED ` AREAS ARE OF / SPECIAL CONCERN & MUST BE CHECKED CAREFULLY & MAY END DE t INDICATE DEVIATION FROM PLANS., • c. ALGPROPO WORK ,. P AND SEA iHc,. LAPIS a cT TO ANY CORRECTIONS nENDDE- cl,cmAESUJE RnaertavFlsl A ndcp6r.1n*r%T14AT I 1 END DE. C TAIL: A WARNING � BEFORE USING & INSTALLING MATERIALS REVIEW DELIVERY PACKAGE CONTENTS & THIS TRUSS PLACEMENT' DIAGRAM LAYOUT IMPROPER USE OF MATERIALS CAN RESULT' IN MATERIAL FAILURE, LOSS OF PROPERTY, INJURY TO PERSONIS OR DEATH INSTALL MATERIAL PER THIS LA OUT & OTHER INFORMATION IN JOB SITE PACKAGE CONSULT BCSI 1-03 BEFORE SETTING TRUSSES A d Per''BCSI 1-03"to prementir#" & damage, Multiple ply trusses must be fastened together' per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing are required and can save life and property and is the responsibility of the truss erector. Study the contents of the job site packet included on delivery before setting trusses. Tosses must be Selland braced perdesigin to Prevent Injury &damage Trusses must be set plumb and square Do not sat bunks of ply vogd,roofingMailaohs loads Concentrated on tntsses, 9ttis can cause co0apse Consult BSCI B4 Proper installation and use of the material supplied by Chambers Truss Inc is 1 NOT the responsibility of Chambers Truss Inc. Proper install and use of these maferials is the responsibility of the persons installing and using these materials. Chambers Truss provides written information in the delivery package. and in this layout regarding the installation -,and use of the materials supplied. The installer of materials should study the information and warnings included in 81e job site package and -this layout for safe installation and use of materials. Field bracing is not the responsibi nyor Chambers Truss. Field bracing Is the sole responsibility of the persons Greeting the trusses, Persons erecting trusses are cautioned to seek professional advice regarding the erection bracing which is always required to prevent dominoing and toppling of trusses during .erection. Persons erecting trusses should refer to'BCSI 1-03'. Trusses must be braced as they are set with both lateral and diagonal bracing per "BCSI 1-03". Do not leave>trusses unbraced for any length of time. Ali permanent bracing that is called for In "BCSI,1- 03' and trusses engineering must also be installed by the truss erector. Wood } cusses are designed and manufactured as components of a permanent structure r and must be handled with care. t I . � I Do not alter or repair trusses before contacting Chambers Truss i t Backchargcs will not be allowed without approval of Chamkrers Trras. " La Zr! All COP 3106 Oleander Avenue Fort Pierce, Florida 34982-6423 800-551-5932 Fort Pierce 772-466-2012 Fax 772-465-8711 Vero Beach 772-569-2012 Stuart 772-286-3302 Web Site: CHAMBERSTRUSS.COM Email: MAILo@CHAMBERSTRUrS.COM , ovusunvwnwx ooc or,sos J IF ' .../` r ¢ fW b. M' , S . LIICII: i3d .�L41Nti DIVI610 REVIEWED REVIEWF OR COMPLIANC DATER�E�VOIS 0 ' LA N3 A ERMIT: , MUST BE KEPT ON JOB; R 92.0/93.2 MITEK 4.2 NO 1NSPECT1t7N WILL B6:lAADE DESIGN CRITERIA County _ SAINT LUCIE Building Department FORT PIERCE Wind Design Criteria ASCE 7-2010 Wind Design Method Main Wind Force Resisting Roofing Material Metal Roof Loading in PSF Roof R.D.L. Top Chord Live 20 Top Chord Dead20 4.2 Bottom Chord Live 0 Bottom Chord Dead 10 3 TOTAL Load 50 7.2 Duration' Factor 1.25 Wind Speed 170mph Top Chord C.B. Sheeting by builder. Bottom Chord C.B. Sheeting by builder. Highest Mean Height 159 -011 Building ;Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2010 Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Chambers Truss Inc. Drawing Name: 72311 Scale: 1/4 1' 59 total trusses, 16 different trusses. MI 4: RAC ACAD: RAC Reviewed By: Date:12/19/14 Revised:05/21/15 FOR PAULI JACQUIN AND `SONS a2-5 ar-10^ DESCRIPTION: w SAVANNAS REC. AREA TRAIL PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE 72311 i 1