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HomeMy WebLinkAboutTRUSSSCANNiD By MiTek Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs . rely on lumber values established by others. RE: M1 1420 - MANOR MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: WYNNE DEVELOPKAENT Project Name: M11420 Model: Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY 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: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, dai.ed Truss Design Drawings and 0 Additional Drawings. With my seal aff ixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date 1 T1 3944718 1 A 15/3/18 12 1 T1 3944719 1 Al ____[ 5/3/18 13 1 T1 3944720 1 A2 15/3/18 4 T13944721 A3 1513/18 1 5 T1 3944722 A4 5/3/18 6 T1 3944723 A5 15/3/18 7 T1 3944724 1 A6 15/3/18 -J 18 1 T1 3944725 1 A7 15/3/18 _J 19 1 T1 3944726 1 BHA 15/3/18 1 110 1 T1 3944727 1 GR B 15/3/18 1 Ill IT13944728IJ1 15/3/18 1 112 IT13944729IJ3 15/3/18 113 IT13944730IJ5 15/3/18 114 IT13944731IJ7 5/3/18 115 1 T1 3944732 1 KJ7 5/3/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSl/TPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MIT& has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per AN81/TPI 1, Chapter 2. FILE COD %% 4 4 0 o 39380 STATE OF Z .00'. ,00 0 R N 0 N A % 1111011111111% Thomas A. Marl PE No.39380 Mrrek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FIL 33610 Date: May 3,2018 Albani, Thomas I Of I - Job Tr ss Truss Type aty Ply MANOR T13944718 r;l 1420 A Common 1 1 Job Reference (optional) Chambers Tiuss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu May 3 09:38:38 2D18 ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-Sx]BYjq3v8l 6gPdfQnLiOsyTf6dyFfaE3090Y 11-0-Q 6-4-8 7-4-Q 11-11-4 13-O-Q 17-6-0 23-0-12 1 28-7-8 35-0-0 6 4.00 [1-2 6X8 = 4-6-0 4X4 = Scale = 1:59.3 6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Verl(LL) -0.0712-23 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.1712-23 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.10 12-23 >999 240 Weight: 167 Ito FT = 20% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 5-8-12 oc puffins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 6-15 REACTIONS. Ail bearings 0-8-0. (lb) - Max Horz 2=-1 79(LC 10) MaxUplift All uplift 100 lb or less atjoint(s) 17 k , cept2=-186(LC12),15=-908(LC12),10=-469(LC12) MaxGrav All reactions 250 lb or less atjolnt(s) except 2=265(LC 21), 17=351(LC 21),15=1555(LC 1), 10=733(LC 1) 1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 3-5=-370[724, 5-6=-264/718, 6-7=-438/407, 7-9=-1286/872,9-10=-1478/967 BOTCHORD 12-14=-377/728, 10-12-817/1378 WEBS 5-15=-271/329, 6-15=-1213/791, 6-14=-417/720, 7-14=-612/535, 7-12=-358/626, 9-12=-340/347, 3-15=-530/448 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vascl=1128mph;� TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. 11; Exp, C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(l) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; 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 = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17 except ot=lb) 2=186,15=908�10=469. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Clift 6634 0904 Parke East Blvd. Tampa FL 33610 Date: May 3,2018 WARNING - Verify design parameters and READ MOTESON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0312015 BEFOREUSE, Design valid for use only with M17ekV conneclors. This design Is based only up.Dn parameters shoxvn. and Is for an Individual building componenL not OF a truss system. Before use. the building designer must veilfy the applicability 61 design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or ctK)rd members only. Addillonal lemporary and permanent bracing Is WON( always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of Misses and 'IRISS Systems. se(-ANSVTPI I Quality Criteria. DSB­89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Sulle 312. Alexandria. VA 22,314. Tampa, Fl. 33610 Job Truss — Truss Type ally MA OR TI 3944719 M 11420 At Common 12 �Ply 1 � Job Reference (optio nal� Chambers Truss, Inc., Fort Pierce, FL 0. 1 au b Ividl ; j ecu! o Ivil I vN wluij�Lrlws' H1r. U ay ; ; "k, ID:-kfiGCA6bx7j2SyIHDXFw7ye3KX-w7sZl3rhgSgzlZCr_UPfP90knlB4OzuDFpm5bOzKFIE 8-4-0 �4 1 lj�0 760 2 1�1 - L6�8 0 35-0-0 10 4T 1 3. 8-4-0 _0 - 3? 8-4-0 0�1_ 0_�O_j �11__0040 T7 4 d 6 3X6 = 4.00 F1 _2 4xS = 17 15 14 12 2x3 11 4X6 3X8 8-4-0 9-1-14 12-11-0 17-6-0 1 22-1-0 46 2x3 11 3XB = Scale = 1:59.5 ich 6 3X6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.31 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1-25 BC 0.76 Vert(CT) -0.65 14-15 >645 240 BC;LL 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.13 10 rVa n/a BCDL 10.0 Code FBC2017frP[2014 Matdx-MS Wind(LL) 0.35 14-15 >999 240 Weight: 166 lb FT = 20% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 3-1-5 oc puffins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 4-9-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1424/0-8-0, 10=1424/0-8-0 Max Horz 2=1 79(LC 11) Max Uplift 2=-868(LC 12), 1 0=-868(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or leiss except when shown. TOPCHORD 2-3=-Ml/2332,3-5=-2887/2019,5-6=-2886/2123, 6-7=-2886/2123, 7-9=-2887/2019, 9-1 0=-3481/2332 BOTCHORD 2-17=-2074/3261,15-17=-2074/3201, ll+-It)=-Ieoujz[18,12-14=-2089/3261, 10-12-2089/3261 WEBS 7-14=-253/310. 5-15=-253/310, 6-15=-6441985, 6-14=-644/985, 3-15=-677/504, 9-14=-677/504 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Ext6rior(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-_11.60 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.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=868,10=868. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 70 lb up at 15-0-0, and 75 lb down and 70 lb up at 20-0-0 on top chord. The designiselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plt) Vert: 1-6=-54, 6-11 =-54, 18-21 =-20 Concentrated Loads (lb) Vert: 26=-75(F) 27=-75(F) Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 3,2018 WARNING - Verily designparameters andREAV NOTES ON THIS ANO INMUDED MITEKREPERANCE PAGE U11-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown. and Is for an Individual building component. not a Iniss system. Before use, the building designer mwit verity the applicability of design parameters and properly Incorporate IN, design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing -MiTek' Isalways required for stability and to prevent collopre with possible personal Injury and properly damage. For general guidance regarding the fabricallon, storage. delivery, erection and bracing of fnisses and truss systems. seeANSI/TPI I Quality Criteria, DSB­89 and 8CSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute. 218 N. Lee Street Suite 312, AJexandla, VA 22314. Tampa, FL 33610 Job Truss Truss Type ly MANOR : T13944720 M11420 A2 Roof Special Job Reference (optional) .; I TK,, hA—, '2 nQ-QA-An gni A pnnn i (5h—ambers Truss, Inc., Fort Pierce, IL 8. , ou s Iviar 1 1 — 1 D 1- 1 ek Indus r es, ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-OJoxzPsJQIHqvin2YCXL 11-0-4 11-11-15 17-6-0 - L7- ��6 A- r ri�11-111 5-6-1 14 6 - �1 --n ! - 2 - I I I 1 32 018 1 -4 Scale = 1:60.4 4. 0 0 F1-2 45 = oxQ 24 257 46 46 3x6 Z- 4 a 3x4 zz� 3x4 9 3 26 10 11 1 16 7x8 MT SHS 14 6 2x3 11 48 :z o 5X8 2x3 11 3x6 3X12 2. 0 0 FI-2 LOADING (pst) SPACING- 2-0-0 CS11. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 11:�2 TC 0.55 Vert(LL) -0.57 15 >743 360 MT20 2441190 TCDL 7.0 Lumber DOL , ?: BC 0.95 Vert(CT) -1.05 15-16 >401 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.41 10 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.78 15 >536 240 Weight: 166 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-8-10 oc puffins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 5-14 REACTIONS. (lb/sIze) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=1 79(LC 11) Max Uplift 2=-826(LC 12), 1 0=-825(l-C 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-576513660, 3-5=-5280/3401, 5-6=-2375/1'651, 6-7=-2355/1670, 7-9=-2572/1756, 9-10=-335612175 1 BOTCHORD 2-16=-3383/5481,15-16=-3391/54uL,, i4-ib=-zuuu/4930,13-14=-145412426, 12-13=-1952/3150,10-12=-1952/3150 WEBS 3-15=-517/342, 5-15=-1 066/1889, 5-14=-2958/1935. 6-14=-749/1199, 7-14=-370/282, 9-13=-825/574, 9-12=01299 NOTES - I ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128moh; TCDL--4.2psf, BCDL=3.Opst; h=15ft; B--45ft; L--351t; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2) -1-0-0 to 2-6-0, Interlor(l) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21 -0-0 zone;C-C for members and forces & MWFRS for reactions shown; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIrFPI 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 100 lb uplift at joint(s) except flt=lb) 2=825,10=825. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cort 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: May 3,2018 WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. mt, no, , only %,Ath MllekG connociors. this design Is based only upon parameters shown, and Is for an Individual building compone Design valid for use 0 truss system. Before use, the building designer must verify the applicability of design parameters and properly fincoiPM40- IM design Into the o% 11-1.11 bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing -MITek' Is always required for stability and fo prevent collapse vAth possible persbnal Injury and properly damage. for General guidance regarding the fabricallon, slorage, delivery. erection and bracing of trusses and truss systerns, seeAr4SI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jop Truss Truss Type aty Ply MANOR T13944721 MI 1420 A3 Hip Job Reference (optional) 4 n4a&A;7 u 1 '1 tvi_ jn� Thu, hA.,, A no-W-Al gni A PACIP i Chambers Truss, [tic., Fort Pierce, FL D. s a. I . . . . .—I - — - � -- ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-sW-JAItKB3PhXsLE6vS7Ua571qqOsrJVi6FCfL)zKFIC -0-0 21-4-8 2Z 9 35-0-0 6-0 1-0 �4 L11-7-�5 17-0-0 IS �6 2-10 11 -0- -0 -1 L HO-- 6XI-.144 4--8-- 0_7-11 5-4-1 4-0-0 3-4-8 4 7- 3x12 -.= 2.00 F1 —2 6-0-0 3x4 zz 5X8 2x3 11 3x6 35-0-0 Scale = 1:62.6 17 2 I? 0 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (foe) I/defl Ud PLATES GRIP TCUL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.56 17 >745 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -1.06 16-17 >396 240 MT18HS 244/190 BC;LL 0.0 Rep Stress Incr YES W13 0.81 Horz(CT) 0.41 11 rVa n1a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.78 17 >538 240 Weight: 173 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-8-11 oc purlins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-16 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Horz 2=-1 75(LC 10) Max Uplift 2=-825(LG 12), 11 =-825(LC 12) FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5767/3603, 3-5=-5289/3602, 5-6=-2421/1761, 6-7=-226211731, 7-8=-2401/1785, 8-1 0=-2569/1849, 10-11 =-3358/2259 BOTCHORD 2-18=-3538/5482,17-1 8=-3549/5498,16-17=-.3194/4939,15-16=-I 324/2238, 14-15=-1546/2427,13-14=-2045/3152,11-13--'-2045/3152 WEBS 3-17=-5081336, 5-17=-1 141/1908, 5-16=-2938/2044, 6-16=-365/618, 7-15=-499/604, 8-15=-335/287, 10-14�827/576, 10-1 3=0/300 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B--45ft; L=35ft; eave=5ft; Cat. 11; Expi C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exierior(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 17-0-0, Exterior(2) 17-0-0 to 18-0-0, Interfor(l) 22-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live'load nonconcurrent With any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI I angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=825, 11 =825. Thomas A. Alban! PE No.39380 MITok USA, Ine. FL Cott 6634 8904 Parke East Blvd. Tampa f L $3610 Date: May 3,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MilekO conneclors. This design Is based only upon parameters shown, and Is for an Individual building cornponeni, not a truss system. Before use. the bullcring designer i nust verify the applicability of design parrainoleFs and properly Incorporate this, design Into the overall building design, Brachg Indicated Is to prevent buckling of Individual trussweb and/or chord members only. Additional temporary and permanent bracing 'MiTek' Is always requited for stability and to prevent collapse Wth possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systerns. seeANSIIIPI I Quality Criteria, DSB-89 and SCSI 8ulicang Component 6904 Parke East Blvd. Tampa, FIL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Stireet-quile 312. Alexandria. VA22314. Job ss Type Oty Ply MANOR T13944722 M 11420 A4 Hip 1 o e erence a ional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Thu May 3 09:38:42 2018 Page 1 ID:--kfiGGA6bx7j2Syl HDXFw7ye3KX-KiYiN5tZyNXYgOwQfdzMOoeGIEBebJifxm-nIBKzKFIB 7-11-14 ItO g4 0 00-0 ILI.�4 A4 35-0-0 �6-0-Q 1-1 7-11-14 3_ L5-;--0 1 _jI 2 M 1--A00 Al 10� 2 IN- 7-2-10 6 4.00 f-12 4x5 4X8 = 2x3 11 7 8 2x3 It 13 12 3X6 3x12';::: 2.00FI-2 5X8 2X3 11 1 7-11-14 , 11-0-4 1 , 1"-0 LOADING (ps' SPACING- 2-0-0 CS1. DEFL. in (IoG) Well Ud TCUL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.51 16 >818 360 TGDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.95 16 >442 240 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.37 10 rda n1a BCDL 10.0 Code FBC2017[rPI2014 Matrix -MS Wind(LL) 0.70 16 >597 240 LIUMBER- TOP CHORD 2X4 SP M 30 BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No 3 BRACING- TOPCHORD BOTCHORD WEBS REACTIONS. Qb/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=-1 55(LC 10) Max Uplift 2=-825(LC 12), 1 0=-826(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) oi� less except when shown. TOPCHORD 2-4=-5727/4026,4-5=-5210/3802, 5-6=-2939./2239, 6-7�2792/2190,7-8=-2470/1993, 8-9�2542/1930, 9-10=-3354/2403 BOTCHORD 2-17=-3740/5444,16-17=-3747/5447,15-161-3340/4846,14-15=-1 599/2391, 7 13-14=-1624/2401, 12-13=-2182/3130,10-12.=-2182/3147 WEBS 4-16=-539/357, 6-15=-424/680, 7-15�422/697, 9-13=-861/647, 9-12=0/306, 5-16=-1279/1924, 5-15=-2430/1787 Scale = 1:62.6 PLATES GRIP MT20 244/190 MT1 8HS 244/190 Weight: 166 lb FT = 20% Structural wood sheathing directly applied or 2-5-7 OC PLIdins. Rigid ceiling directly applied or 3-8-4 oc bracing. 1 Row at midpt 5-15 NOTES- I 1) Unbalanced roof live loads have been considered for this de ' sign. 2) Wind: ASCE 7-10; Vult=l 65mph (3-second gust) Vasd=1 28mph; TCDL--4.2psf; BCDL=3.Opsf; h=1 511; B=45ft; L--35ft; eave=5ft; Cat. 11; Exp Q Encl., GCpi=O. 18; MW FRS (directional) and C-C Extedor(2) -1 -0-0 to 2-6-0, Interior(l) 2-6-0 to 15-0-0, Exteflor(2) 15-0-0 to 20-0-0, Interior(l) 24-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water poncing. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Bearing at Joint(s) 2 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=825,10=825. Thomas A. Alban! PE No.39380 MITek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 3,2018 ,& WARNING. Verily de.Ign pamm.t..nd REAID NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015SEFOREUSE Design valid for use only with Mflek0conneclors. TUs design Is based only upon pxiramelers shown. and Is for an Individual buildingcomponenfnol atrusssystem. Beforeuse, the bullding designer must verify the applicability of design parameters and property incorporate 1111sclesignInto fheoverall bullding design. Bracing Indicated Is to prevent bucklIng of IndIvidual.ituss web and/or chord members only. Addiflonal temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricarflon. storage, delivery, erection and biacing of trusses and truss systems, seeANSVTPI I Quality Criteria. DSS-89 end SCSI Building Component 6904 Parke Easl Blvd. Safety Information avollable from Truss Plate Institute. 218 K Lee Sireel, Suite 3*12. Alexandria. VA 22314. Tampa, Fl. 33610 Job Truss Truss Type Qty Ply MANOR T13944723 M1 1420 A5 Hip Job Reference o tional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu May 3 09:38:43 2018 Page I ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-ou64bRuBjgfPnAVdDKUbZ?ASJeWbKtieoAQkJknzKFiA �4 0-0 760 200 27-9�6 35-0-0 -0- 0 4 V00 6� li-11 4-- i'21-1-12 Y 5-9- 7-2-10 WOO? 6 4.00 F1_2 46 —_ 4x5 = 3x4 = 4xG 4 5 24 625 26 27 7 3xl 2 2.00 f 1-2 5x12 6-0-0 2x3 11 Scale = 1:61.6 t2 0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.52 14-15 >813 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.96 14-15 >438 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.37 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.71 14-15 >588 240 Weight: 163 lb FT = 20% LIUMBER- BRACING- TOPCHORD 2x4 SIP M 30 TOPCHORD Structural wood sheathing directly applied or 2-8-5 oc purlins. BOTCHORD 2x4 SID M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SIP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-6-0 Max Horz 2=-1 36(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5766/4136, 3-4=-5219/3848, 4-5=-3738/2794, 5-6�3580/2701, 6-7=-2472/1983, 7-8=-2580/1976, 8-9=-335012455 1 BOTCHORD 2-15=-3854/5481,14-15=-386415491, 13-14=-3392/4858,12-13=-2113/3091, 11 -12=-223313144, 9-1 1=-2233/3144 WEBS 5-13=-727/1023, 6-13=-373f694, 6-12=-889[704, 7-12=-345/556, 8-12=-810/649, 8-11 =0/284, 4-14=-1 284/1813, 4-113-19811/1559, 3-14=-538/374 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.Opsf; h=15ft; 8--45ft; L=351t; eave=5ft; Cat. 11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterfor(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 13-0-0, Extedor(2) 13-110 to 26-11-6, Intedor(l) 26-11-6 to 36-0-0 zone;C-C for members and forces & MWIFRS for reactions shown; Lumber DOL=11.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. , 7) Bearing at joint(s) 2 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 2=825,9=825. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cort 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 3,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10=2015 BEFORE USE. Design vaild for use only with IAfTeM connectors. This design is based only upon parameters shown, and IS for on Individual building component, not a truss system. Before use, the buIlding designer must verity the applicability of design pararneleis and properly Incorporate this design Into the overall building design. Bracing [ridiculed Is to prevent Nick1frig of Individual truss web and/or chord members only. Additional temporary and permanent bracing NOW is always teclulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The fabilcallion. storage. delivery. erection and bracing of trusses and truss systems. soeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2 18 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 M 11420 JA6 I Hip MANOR T13944724 C'. 6 Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu May 3 09:38:44 2018 ID:-kf!GCA6bx7j2SyIHDXFw7ye3KX-G4fSonvqU-nGOK4pn2?q6Djd72rp3DWyP4TsC -0-0 ��6-0--( 11-0-0 16-2-4 21-4-8 24-0-0 29-1-2 35 5xB MT1, BHS � 2x3 11 3X5 5x6 zX3 I 1 08 z� ij le Sx8 MT1 8HS 2x3 11 3x6 4x10 2.00FI-2 5-1 Scale = 11:61.5 cr) 0 3c? o LOADING (pst) SPACING- 2-0-0 CS1. DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(I-L) -0.62 15 >682 360 MT20 244/190 TC;DL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.1414-15 >368 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.40 9 n/a rLta BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.86 15 >491 240 Weight: 162 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-7-2 oc pudins. BOTCHORD 2X4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/sIze) 2=1349/0-8-0,9=134910-8-0 Max Horz 2=1 17(LO 11) Max Uplift 2=-825(LC 12),9-825(LC 12) FORCES. (lb) - Max- Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3�578314248, 3-4=-524513841, 4-5-4059/3075, 5-6=-4059/3075, 6-7=-2792/2215, 7-8=-2957/2251, 8-9=-3381/2531 BOTCHORD 2-16=-3967/5498,15-16=-398215514,14-15=-3489/5042,13-14=-1954/2821, 12-13=-1 940/2792,11-12=-2319/3179, 9-1 1=-2319/3179 WEBS 3-15=-535/494, 4-14=-1 038/741, 5-14-411/420, 6-14=-1 056/1510, 6-1 3=-637/537, 7-12=-318/512, 8-12=-484/418, 4-15=-1 254/1884 NOTES- i 1) Unbalanced roof live loads have been considered for thisidesign. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.0psf: h=1 5ft; B--45ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteflor(2) -1 -0-0 to 2-6-0, Interlor(l) 2-6-0 to 11-0-0, Extedor(2) 11-0-0 to 29-1-2, Intetior(l) 29-1-2 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 6) 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 20.0psf 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. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI1TP( 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=825,9=825. Thomas A. Albani PE No.39380 MlTek USA, Inc. Fl. Cert $634 6904 Parke East Blvd. Tampa FL 33610 Date; May 3,2018 WARNING - Vejjj� design pararriters and READ NOTES ON THIS AND INCLUDED MffEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component. riot a truss System. Before use, Pre building designer Must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent budding of Individual truss web and/or chord members orily. Addillonal temporary and permanent bracing NT ek' Is always required for stability and to prevent collapse with possible personal Injuty and property damage. For general guidance regarding the labricallon. storage, delivery, ereeflon and bracing of trusses and truss sysl( wris, se-PANST/TPI 1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Instliule. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type oty Ply T13944725 M11420 A7 Hip Job Reference Chambers Truss, Inc., ort Pierce, FL 8.130 s Mar 11 2016 Kill I UK HWUSLries, Inc. 1 ju jyjay o o-ou.— 20 18 age I ID:-kfiGCA6bx7j2SyIHDXFw7ye3KX-IHDqO6wSFlv7OUf?LIW3eQGmNRAoodP5dkDQofzKF18 L6 1-1 1 ' ' L5 O�O V6 0-? 21-4-8 i g(y 1-0 -1 9-2-0 1-H I -� —0 --2 5-2-2 �1 —0 -_3 44-111-14 1 4-0--� 1 12—.— c�. c;. 6 Sxl 2 MT1 BHS =' 6x8 = 4. 0 0 fl-2 Fx3 11 54 WB= 44 4 5 27 6 7 828 4x8 = 2X3 11 7X10 MT18HS 44 :z 14 115 3x12 5- 2.00Fiff 5XB 3A 4x5 11-0-4! . 16-2-6 21-4-8 Scale = 1:61.4 2 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.77 15-16 >542 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -1.44 15-16 >291 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.48 11 n1a n/a BCDL 10.6 Code FBC2017ITP12014 Matrix -MS Wind(U-) 1.0715-16 >392 240 Weight: 158 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Harz 2=-97(LC 10) Max Uplift 2=-825(LC 12), 11 =-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5659/4099, 3-4=-561214174, 4-5-731515343, 5-6=-731515343, 6-8=-5252t38841 8-9=-3582/2744, 9-1 0=-3067/2304, 10-11 �3401/2620 BOTCHORD 2-18=-3820/5373, 17-1 8=-3849/5401, 16-17=-3833/5392, 15-16=-3702/5327, 14-15=-2509/3593, 13-14=-2003/2890, 11-13=-2402/3206 WEBS 6-16=-1 506/2128, 6-15=-853f7O5, 8-15=-1 276/1854, 8-14�975/807, 9-14=-687/920, 9-13=-1 501380,10-13=-370/449, 4-16=-1 721/2449 1 NOTES- 1) Unbalanced roof live loads have been considered for this, design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4-2psf; BCDL--3.opsf-, h=15ft; B=45ft, L=35111; eave=5ft; Cat. 11; Exp C; Encl., GCpi=O. 18; MW FRS (directional) and C-C Exterior(2) -1 -0-0 to 2-6-0, Interlor(l) 2-6-0 to "-0, Extedor(2) 9-0-0 to 30-11-6, Interlor(l) 30-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS fo.r reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) 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 wil(ift between the bottom chord and any other members.. 7) Bearing at Joint(s) 2 considers parallel to grain value using ANSI[TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at JoInt(s) except Ct=lb) 2=825,11=825. Thomas A. Albani PE No.39380 MITO USA, Inc. FIL Cort 6634 6904 Parke East Blvd. Tampa I'L 33610 Date: May 3,2018 lll� - A6� WARMING - Verify dwign paramelersand READ MOTES OM THIS AMD INCLUDED WTEKREFERAMCE PAGEM11-7473 rev. 1010312015 BEFORE USE. -- W1, Design valld for use only IoAlh MITeW conneclors. Ihs design is based only upDn pararnetels shown. and Is for an Individual building component, not 0 truss system. Before use. the building designer must verify the applicability of design paramelers and properly Incorporate IhIs clesign Info the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional lernporary and permanent bracing WiTek' Is always required for stability and to prevent collapse with possible personal Injury and property clarriage. For general guidance regarding the fabrication, storage. clefIvery, erection and bracing Of tFUSSeS and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Ins1ifute. 218 N. Lee street, Suite 312. Mexandria. VA 22314. Tampa, FL 33610 Job ss Type Oty Ply MANOR T139447261 M11420 BHA er 1 1 Job Referenge oRti2ngl) L Chambers Truss, Inc., Fort Pierce, FIL 8A 30 s [Oar i i 2018 Mi Tek indusirws, ill(;. I llu IVIEly 3 09:38:41 40 10 ragc 1 ID:-kfiGCABbx7j2Syl HDXFw7ye3KX-hfLbRoxinvgqFnpOSAZXjrL5jFz7GbjO52iWtYzKFI6 13-0-03-6.0 23-6-0 25-10-2 Z-2 11k0 Ll.fic 11-0,11 13,1,15 15-6-0 17-6 -0 00 0,3 1 0110 6 " : 0 Wo 9_0 Is"' % A 1 .g2 1 _ _ 0-6-b 0-s-Is 2-0-0 2 �O of,lt 2 M 2-0- -XI-1 -().- Scale = 1:62.6 TOP CHORD MUST BE BRACED BY END JACKS, 44 ROOF DIAPHRAGM, OR PROPERLY CONNECTED 4.00 FI-2 PURLINS AS SPECIFIED. 6 3x4 =NAILED 3xG � NAILED NAILED NAILED 4xS = NAILED NAILED 3X8 = 3x6 3x4 NAILED 6x8 NAILED 3X6 Special NAILED LOADING (pso SPACING- 2-0-0 CSI_ DEFL. In (loc) I/dell Ud PLATES GRIP TCLIL 20.0 Plate Grip DOL 1.25 TC Vert(LL) -0.1328-30 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 C Vert(CT) -0.2828-30 >951 240 BCLIL 0.0 Rep Stress Incr NO Horz(CT) 0.04 26 n1a n1a BCDL 10.0 Code FBC2017ITP12014 WInd(LL) 0.1928-30 >999 240 Weight: 216 lb FT = 20% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 3-11-6 OC pUrlins. BOTCHORD 2X4 SP M 30 Except: WEBS 2x4 SP No.3 2 Rows at 1/3 pis 12-24 BOTCHORD Rigid ceiling directly applied or 5-8-12 oc, bracing. WEBS 1 Row at midpt 14-32 JOINTS 1 Brace at Jt(s): 8, 16,18, 20, 23,12 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-1 79(LC 6) MaxUp1lft All uplift 100 lb or less atJoInt(s I ) except 2�254([_C 25), 32=-1 008(LC 8), 26-770(LC 8). 34=-350(LC 8) MaxGrav All reactions 250 lb or less at joint(s) except 2=256(LC 13), 32=1990(LC 1), 26=1259(LC 1). 34--569(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 3-4=43911190,4-6=4091211, 6-9=-405/246, 9-1 1=-426/307,11-13=-403/328, 24-25=-309511766, 25-26=-3188/1833, 3-5-151/602, 5-7=- 151/602, 7-8=-1 511602, B-1 0=-738/1719, 10-12=-738il 719, 12-14=-738/1719, 14-15=-1 839/1122, 15-17=-1 839/1122, 17-19=-1 839/1122, 19-21 =-2539/1572, 21-22�2539/1572, 22-24=-2539/1572, 2-3=-204/444,13-16=-400/327,16-18=-423/306.18-20=-400/245, 20-23=-4051209, 23-24�437/11 88 BOTCHORD 2-34=-355/254, 32-34�1 345/766, 31-32=-1 70/611, 30-31 =-1 70/611, 28-30=1 094/2213, 26-28=-1650/3001 WEBS 8-34=-633/1205, B-32=-741/526,14-32=-2211/1058,14-31=-11/352,14-30=-1045/1811, 19-30=-560/476,19-28=-486/816, 24-28=-78/443, 3-34=-740/570 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; SCDL=3.Opsf; h=15ft; B-_45ft; L=351t; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ' 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 Do. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opst 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 254 lb uplift at joint 2, 1008 lb uplift at joint 32, 770 lb uplift at joint 26 and 350 lb uplift at joint 34. 10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 6 Thomas A. Albani PE No.39380 MITok USA, Inc. FL Cori 6834 69D4 Parks East Blvd. Tampa FL 33610 Date: May 3,2018 Wdibmtes 3-10d (0.146"xX) or 3-12d (0.148'x3.25" toe- ails Der NDS QuIdlines. ,&WARNING -Veriffydesignparametemnd READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE Design vdid for use ardyvAth !Arleko) conneclors. Bils design is based only upon parameters shown. and Is for an Individual building cornpK)nent, not Q [kiss systern. Before use. ihe bdIdIng designer must verify the applicability of design parameters and properly incorporate this design Into the overall design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporally and permanent bracing MiTek' bt!lidlng prevent Is always requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication. storage, delivery, erection and bracing of trusses and UU&S Systems, seeANSI/TPII Quality Criteria, DSE-89 and BCSI Building Component Tampa, FIL 336 10 Safety Information avallable from Truss Plate Institute, 218 N. Lee street, Sulte, 312. Alexandria. VA 22314. 1 job Truss Truss Type QtY Ply MANOR T13944726 M11420 BHA Common Gilder 1 1 Job Reference o IionqI) J-p- 4 4 nn40 hAM�L, 1 1­ Thii hll� q no-qR-A7 gni R pqnp. 9 Chambers I russ, Inc., t-011 Melce, t-L ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-hfLbRoxinvgqFnpOSAZXjrL5jFz7rbjO52iWtYZKFI6 NOTES- 12) Hanger(s) or other connection device(s) shall be provided Sufficient to support concentrated load(s) 258 lb down and 331 lb up at 7-0-0, and 258 lb down and 331 lb up at 27-11-4 on top chord, and 386 lb down and 247 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) I Vert: 3-13=-54, 24-27=-54, 35-38=-20,1-3=-54, 13-24=-54 Concentrated Loads (lb) Vert: 30=-63(F) 28=-386(F) 41 =-1 61 (F) 42=-63(F) 43=-63(F) 44=-63(F) 45=-63(F) 46�63(F) 47�63(1`) 48=-63(F) 49=-63(F) 50=-1 61 (F) WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MIFTEK REFERANCE PAGEMII-7473 M. 1010312015 BEFORE USE. Design valid for use onlyift MITek9 conneclors. This design is based only upon parameters shown. and Is for an Individual building component. no] a truss system. Before use. the building designer must verify the applicability of design paramelers and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling or Individual truss web and/or chord members only. Additional tempOTUTY and permanent bracing WNW Is always required (or stability and to prevent collapse vAth possible persond InJLuy and property daniage. For general guidance regarding the fabrication, storage, delivery, eiection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Mexandflo. VA 22314. Tampa, FL 33610 Job ru s Truss Type Oly Ply R T13944727 M1 1420 GRB HIP GIRDER 1 1 Job Reference (optional) unamDers I russ, inc., r-oit meice, rL .... ... ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-d2TLrUzyJWPYV5zmabb?oGQQd3a?kQOhYMBdxQzKF]4 13-8-0 21-011 1-10 11-1-2 35-0-0 �16 0-) -0 1_ 3_ IL_ __ I 0 0.� 1 15_ 14 N _1 g -1-2 3-10 4-0-_0 23-102-44 3�_21_� 6-8-0 i, 3 2 6 NAILED Special NAILED NAILED NAILED NAILED NAILED Special 4.00 F12 4xB = NAILED NAILED 3x10 = 5xB WB= 3x5 I I NAILED NAILED SX8 = 4 26 . 27 28529 30 31 6 32 733 34 35 36 8 -A I - am, - "m q 19 18 37 38 17 39 16 40 41 42 3X5 2x3 11 3x4 = NAILED 4x6 = 3x4 NAILED Special NAILED NAILED NAILED NAILED 16-6-11 21 7-0.0 13-8-0 b,E�i 43 Is 44 14 45 46 13 12 NAILED Gx10 = 3x6 = NAILED 3x4 2x3 11 NAILED NAILED Special Scale = 1:60.3 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) 0.37 16-18 >695 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 1 EIC 0.85 Vert(C-0 -0.38 16-18 >669 240 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.10 10 n1a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 166 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP M 30 'Except' TOPCHORD Structural wood sheathing directly applied or 3-8-13 oc puffins. 6-8: 2x4 SP M 31 BOTCHORD Rigid ceiling directly applied or 4-6-0 oc bracing. BOTCHORD 2x4 SP M 30 WEBS 1 Row at midpt 5-15,8-15 WEBS 2x4 SID No.3 *Except* 5-15: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1337/0-8-0,15=372210-8-0,10=52210-6-0 Max Horz 2=-78(LC 6) Max Uplift 2=-1 1 78(LC 8),15=-2731 (LC 8), 1 0=-31 1 (LC 8) Max Grav 2=1343(LC 17),15--3722(LC 1),,10=534(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3�3456/2833, 3-4=-3294/2597, 4-5=-2702/2220, 5-7=-1 387/1891, 7-8=-1 387/1891, 8-9=-807/281, 9-1 0=- 1090/466 BOTCHORD 2-19=-2609/3254, 18-19---2609/3254.16-18=-2365/3160,15-16=-2058/2702, 13-1 5=-1 80[772,12-13=-365/1014,10-12=-365/1014 WEBS 3-1 8=-282/498, 4-18--432/694, 4-16=-505/327, 5-16=-3211736, 5-15=-4770/3775, 7-15-946/855, 8-15=-2737/1803, 8-13=-237/686, 9-13=-386/330 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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 1178 lb uplift at joint 2, 2731 lb uplift at joint 15 and 311 lb uplift at joint 10. 7) "NAILED" indicates 3-1 Od (0.1 48"x3") or 3-12d (0. 1 48"x3.25") toe -nails per NDS guldlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 208 lb down and 319 lb up at 7-0-0, and 208 lb down and 319 lb up at 28-0-0 on top chord, and 386 lb down and 166 lb up at 7-0-0, and 386 lb down and 247 lb up at 27-11-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Thomas A. Alban! PE No.39380 MITek USA, Inc. FL Cort 6634 $904 Parke East Blvd. Tampa FL 33610 Date: May 3,2018 n-Daae 2 wARNING. verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with 1,AiTekO connectors. This design Is based only urx)n parameters shown, and Is for an Individual Wilding cornponeril, not atTLW%YSte1n. Before use. the building designer must verityllre applicability of design poramelersand properly Incorporate thisclesIgninto the overall building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord merribeis only. Addfillonal temporary and permanent bracing -MiTew Is always required for stablilly and to prevent collapse with possible personal Injury and property clamage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, sec-ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 60-04 Parke East Blvd. Safety Information avallable from Truss Plate Inslitule. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FIL 33610 Job Truss I russ i ype T13944727 W1420 GRB HIP GIRDER 1 1, " I [Job Re 8.130sMar 11 201BMiTekIndustries, Inc. ThuMay 309:38:492018 Page2 Chambers Truss, Inc., Fort Pierce, FL ID:_kfiGCA6bx7j2Syl HDXFw7ye3Kx-d2TLrUzyJWPYV5zmabb?oGQQd3a?kQohYMBdxQzKF[4 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4-54, 4-8=-54, 8-11 �54, 20-23=-20 Concentrated Loads (lb) Vert: 4�11 61 (8) 6=-1 16(B) 8=-1 61 (B) 18=-386(B) 13=-386(B) 26=-1 16(B) 27=-1 16(B) 28=-1 16(B) 30=-11 16(8) 31 =-1 16(B) 32=-1 16(B) 34=-1 16(8) 35=-1 1 6(B) 36=-1 16(B) 37=-63(B) 38�63(B) 39=-63(B) 40=-63(B) 41 =-63(B) 42=-63(B) 43=-63(B) 44=-63(B) 45�63(B) 46=-63(B) WARNING- Verify design parameters and READ NOTES ON THIS AND tNCLUDEDMITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only wilh Milek0connectots. This design is based only upon parameleis shown, and Is for an (ndIVIdUal bUilding component, nor a fruss system. Before use, the building designer must Verify tile applicability of design parameters and pfopetly Incotporafe this design Into the overall building design. Nac(ng [Micaled Is to prevent buckling of Individual ijuss web and/or chord members only. Additional lemporafy and permanept bracing .:M!Tek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. rubrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa. Fl- 33610 Safety Information available from Truss Prale Instifule, 218 N. Lee Street. Suite 312, Alexandila, VA 22314. R 0 Truss Truss Type Qty ly MANO T13944728 it Job Reference LqR!!M�L_ M 11420 J1 Jack -Open 8 1 Tm—a TfT61 8 —WiTek industries, Inc. Thu May 3 09:38:50 2018 Page I Fort P ..... FIL 8A30 a b.�s Truss, In-=-, - ­11A.k o-z,iwr)Yr: a4oXP6FXz7l6ELUzIRS7DT5EqnowBUtzKFI3 C -1-0-0 1-0-0 1-0-0 1-0-0 3x4 = 1-0-0 LOADING (pSf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(ILL) -0.00 5 >999 360 TCDL 7.0 Lumber DOL 125 BC 0.02 Vert(CT) -0-00 5 >999 240 BCLL 0.0 Rep Stress Incir YES WB 0.00 Horz(CT) 0.00 4 rda n/a BCDL 10.0 Code FBC2017fTP[2014 Malrix-MP Wind(LL) -0.00 5 >999 240 LIJIVIBER- TOP CHORD 2x4 SP No.3 BOTCHORD 2x4SPNo.3 REACTIONS. (lb/size) 3=9]MeChanical,2=118/o-8-0,4=0/MechanicaI Max Horz 2--48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12 i Max Grav 3=10(LC 17), 2=118(LC 1), 4=)7(LC 12) FORCES. Qb) - Max. Comp./Max. Ten. - All forc es 250 (ib) or less except when shown. Scale = 1:6.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 1 -0-0 oc puffins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; B—_45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and b-C Exterlor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 2) This truss has been designed for a 10.0 psf bottom ch6rd live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0p�f 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 memb6rs. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3 and 140 lb uplift at joint 2. Thomas A. Albani PE Na.39380 Welk USA, Inc. FL Cort 6634 6904 Parke East Blvd, Tampa Fl. 33610 Date: May 3,201 E -Verity design parameters and READ NOTES ON i.HIS AND INCLUDED MrTEK REpERANCE PAGE Ulf-7473 rev. 1010312015 BEFORE USE. WARNING po is shown. and Is for an Individual building component. not Design valid tot use ordy with MIT08 connectors. This design Lq based only u nparomeie nall 0 truss system. Before use. fire building designer must verify the applicability o(design parameters and property Incolporate, flits design Info the ove building design. Bracing Indicated Is to prevent buckling of Individual truss web arid/or chord members only. Additional temporary (mid permanent bracing MiTek' 6- always required for stability and to prevent collapse with possible personal InfUrY and property damage. Fofgellercili]Ldd(3nceregcffcflrxI the Illy Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. fabricollon, storage, delivery, erection and bracing of Inisseir and truss systems, seeANSI/TPII Qua Tampa, I'L 3361 D Safety Information available frorn Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. job Tru S Truss Type Q Ply NOR T13944729 M11420 J3 I �MA Jack -Open Job Reference (optionall_ 44 — - nai— Industries In, Thu May '3 09:38:650 2018 Pap 1 Chambers Truss, Inc., Fort Pierce, IL .. I .. . n'..' I I — 1 —.1. ­­­­—, ...- -1 ID:_kfiGCA6bx7i2Syl HDXFw7ye3KX-5Elj3q-a4qXP6FXz7l6ELUzIOS5dT5EqnOwBUtzKFI3 -i'l-W 1 3-0-0 I 3x4 = LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC OAS Vert(CT) -0.01 4-7 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a n1a BCDL 10.0 Code FBC2017fTP12014 MaIrix-MP Wind(LL) 0.01 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=63/Mechanical,2=17210-8-0,4=36/MechanicaI Max Herz 2=85(LC 12) Max Uplift 3=-54(LC 12), 2=-1 46(LC 12),,4�4(1_13 12) Max Gram 3=63(LC 1), 2=172(LC 1), 4=5,b(LC 3) 1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- I 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; B=45ft; L=241t; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interfor(l) 2-0-0 to 2-11-4 zone-,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom ch6rd live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0p�f 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 memb6rs. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3, 146 lb uplift at joint 2 and 4 lb uplift at joint 4. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Citit 0634 8904 Parke East Blvd. Tampa Fl. 33610 Date: May 3,2018 WARIVINCi. Verify design parameter. and READ NOTESON THIS AND INCLUDED MITEKREFERANCE PAGEUII-7473 rev. 1010312019 BEFORE USE. Design valldfor use odywilh MITek8 connectors. This desIgnJs based only upon parainblersshown. and Is for an Individual building component. not a trusssyslein. Before use. the building designer Must verify fheapplicablilly ofolesign pjiumelers and pioperlyMcorporale this designinlo the overall building design. Bracing Indicated Is to prevent bucking of Individual truss web and/or chord mernbefs only. Additional temr;orary and permanent bracing M!Tek* is always recidred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI. Building Component 6904 Parke East Blvd, Safety information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 M11420 Jack -Open Ply T13944730 3x4 = 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu May 3 09:38:51 ID:_kfiGCA6bX7i2Syl HDXFw7ye3KX-ZRa5GA_DrBfGkP6ghOdTuhVnrs]KCYT 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.03 4-7 >999 360 TC;DL 7.0 Lumber DOL 1.25 BG 0.67 Vert(CT) -0.06 4-7 >977 240 BCLL 0.0 Rep Stress Incr YES WI3 0.00 Horz(CT) -0.00 3 ri/a n1a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP WInd(U-) 0.07 4-7 >904 240 Scale= 1:12.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20- . LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=114/Mechanical,2=242/0-8-0,4=63/MeChanicaI Max Horz 2=123(LC 12) Max Uplift 3=-1 04(LC 12), 2=-1 77(LC 12), 4=-9(LC 12) Max GraV 3=1 14(LC 1), 2=242(LC 1), 4=87(LC 3) i FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=l 65mph (3-second gust) Vas d=1 28mph; TCDL=4.2pst; BCDL=3.Opsf; h=1 51t; B--45ft; L=24ft; eave=4ft, Cat. 11; Exp C; Encl., GCpl=o.l 8; MW FPS (directional) andl C-0 Exterjor(2) -1 -0-0 to 2-0-0, Interior(l) 2-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; I Lumber DOL--1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0pst on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 177 lb uplift at joint 2 and 9 Ito uplift at joint 4. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke Ea9t Blvd. Tampa FL 33610 Date: May 3,201 E WARNING. Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 1010312015 BEFORE LYSE- Design valid for use onlywIth MITek0conneclors. Thisdesign isbased onlyupon pofametelsshown, and Is for an Individual building component, not a IrLM systern. Before use, the building designer must verity the cipplicablilly of design pal(Nnet919 and property Incorporate this design into the overall Ming of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek building design. Bracing Indicated Is to prevent buc j1dance regarding the Is always required for stability and to prevent collapse with possible persond Injury and property claInage. FOY general OL 6904 Parke East Blvd. fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI17PI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Insfilule. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Truss I Truss Type M1 1420 1,17 1 Jack -Open 124 T13944731 Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu May 3 09:38:51 2018 Page I ID:-kfiGCA6bx7i2Syl HDXFw7ye3KX-ZRa5GA-Dr8fGkP69hOdTuhVrfsDECY-[�-OggkOJzKFI2 7-0-0 7-0-0 0 1 Scale: 3/4"=l' 3x4 � LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) 1 11 Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.47 Vert(LI-) -0.10 4-7 -/d:7 TCLL 20.0 �8 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Ven(CT) -0.21 4-7 >388 240 13CLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a. n/a BCDL 10.0 Code FBC2017frPI2014 Matrix -MP Wind(LL) 0.18 4-7 >469 240 Weight: 23 lb FT = 20% LUMBER - TOP CHORD 2X4 SP M 30 BOTCHORD 2x4SPNo.3 REACTIONS. (lb/size) 3=170/Mechanical, 2=315/0-8-0, 4=83/Mechanical Max Horz 2=1 61 (LC 12) 1 Max Uplift 3=-1 56(LC 12), 2=-210(LC 12). 4=-9(LC 12) Max Grav 3=170(LC 1), 2=315(LC 1), 4=1 20(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B--45ft; L=24ft; eave--4ft; Cat. 11; Exp C; Encl., GCpi--0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown;� Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at joint 3, 210 lb uplift at joint 2 and 9 lb uplift at joint 4. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 3,2018 WARNING - Verify design parameters and READ NOTES ON THISANDINCLUDED NITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MlTek@) conneclors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer Must verify the applicability of design pararnelers and properly Incorporate Bits dosign into the overall building deslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing -MiTek* Is always recrulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fatsicallon. storage, delivery, erection and bracing of trusses and truss systems, SeeANSIITPI 1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Easf Blvd. Safety Information available from Truz Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 33610 ___TD'iagonaI Hip Girder 4 Truss J0 __7 Truss Type Opy M 11420 KJ7 T13944732 8.130 s Mar 11 2018 M I I eK I nausines, inc. I FILI lVidy 0 UW-0 s, Inc., Fort Pierce, FL ID.-kfiGGA6bx7j2SY1 HDXFw7ye3KX-ldBUUW?rcRn7MYhLFjBiQV24WGkC Q-1n.1 5-3-16 4-6-1 _11-55-00 6-3-15 3x4 = NAILED NAILED NAILED Srale = 1:21.2 5-3- 4-5-6 0-0212 SPACING- 2-0-0. CS1. DEFL. in (loc) I/def] Ud 240 PLATES MT20 GRIP 244/190 LOADING (psf) TCLL 20.0 Plate Grip DOL 1.25; TC 0.20 Vert(LL) 0.05 6-7 >999 TCDL 7.0 Lumber DOL 1.25' BC 0.30 Vert(CT) -0.07 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(CT) 0.01 5 n1a. n/a Weight: 40 lb FT = 20% BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LIUMBER- BRACING - TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. TOP CHORD 2x4 SIP M 30 BOTCHORD Rigid ceiling directly applied or 9-0-2 oc bracing. BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=121/Merhanical,2=501/Ci-10-15,5--352IMechanicaI Max Horz 2=1 60(LC 8) Max Uplift 4=-1 15(LC 8), 2=-365(LO 8), 5=-1 90(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3�11067/585 BOTCHORD 2-7=-660/1026, 6-7=-660/1026 WEBS 3-7�37/280, 3-6=-1073/690 NOTES- 1) Wind: ASCE 7-10; Vult=165Mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0pslf 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. 4) Refer to girder(s) for truss to truss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint 4, 365 lb uplift at joint 2 and 190 lb uplift at joint 5. 6) "NAILED" indicates 3-1 Od (0.1 48"x3") or 2-12d (0.1 48"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) B-38) 13=-7(F=-3, B=-3) 14=-20(F=-l0, B=-1 0) 15=-69(F=-34, B=-34) Vert: 11=-3(F=-1,B=-1)12=-76(F=-38 7 6 Ch C� Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa Fl. $3610 Date: May 3,201 E A& WARNING. verify design parameters and READ NOTES DIV THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valld for use only vAfh MITekO contm-ciors. This design is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before tise, the buildIng designer must verify the applicability of design parameters and property Incorporate [his design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeV Ally and to prevent collapse vAth possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. Is dways required for stal: fly Criteria, DSB-89 and SCSI Building Component fabrication, storage, delivery. erection and bracing of trusses and truss systems. seeANSI/TPI I Qual Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 3 12. Alexandria. VA 22314. Symbols PLATE LOCATION AND ORIENTATION 31; Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenfhs. Apply plates to both sides of truss and fully embed teeth. 0-111g, -t- For 4 x 2 orientation, locate plates 0- 110 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/TP11: 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. Numbering System 6-4-8 1 imensions,s a cli h wn In ft-in-sixteenths (Draw ngs not to scale) 2 TOP CHORDS 0 CLI 0 JOINTS ARE GENERALLY NUMSEREDILETTERED 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 [CC -ES Reports: ESR- 1311, ESR- 1352, ESR 1988 ER-3907, ESR-2362, ESR- 1397, ESR-3282 a CL 0 0 CL 0 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are -in accordance with ANSI/TPI - 1 section 6.3 These truss designs rely on lumber values established by others. 0 2012 MiTek8 All Rights Reserved 7- 7 AIL 7iivi IvIlTek Engineering Reference Sheet� IVIII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal injury I . Additional stability bracing for truss system, e.g. diagonal or X-brocing. is always required. See BCSI, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock 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 fightly against each other. 6. Place plates on each face of truss at each joint and embed fully, Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIfTPI 1. 8. Unless otherwise notecl, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted. this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Comber is a non-structurol 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, 1 B. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria.