Loading...
HomeMy WebLinkAboutTRUSSMiTek Lumber des SCANNED These truss BY St Lucts Call* \,-A C�� RE: M1 1323 - 62'Grand Carlton III with porch Site Information: Customer Info: WYNNNE DEVELOPEMENT COR Lot/Block: Subdivi! Address: N/A City: PORT ST LUCIE State: F Name Address and License # of Structural Engi Name: Address: City: General Truss Engineering Criteria & Design Loading Conditions): Design Code: FBC2017/TPI2014 Wind Code: ASCE 7-10 Roof Load: 37.0 psf This package includes 13 individual, dated Truss D( With my seal affixed to this sheet, I'hereby certify th conforms to 61 G 15-31.003, section 5 of the Florida No. Seal# ie 1 T133023S :_Date 12 2 T1 33023911 A5 2/21/18 13 1 T1 3302392 1 A6 12/21/18 14 IT13302393IA7 L2alLl 8 J 15 1 T1 3302394 1 A8 12/21/18 1 16 1 T1 3302395 1 A9 12/21/18 1 17 T133023961GRA 12/21/18_ J [��_ T13302397 I GRB 1 /21/18 19 JT13�0239�JJ2 12/21/18 110 IT13302399 J4_L?11/18_j Ill IT13302400IJ6 12/21/18 1 112 IT13302401IJ8 12/21/18 11 3_1 T1 33024 2 LKJ8 _I 2/2 1 /18 The truss drawing(s) referenced above have been prep USA,.Inc. under my direct supervision based on the p, provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is Fet IMPORTANT NOTE: The seal on these truss component desii that the engineer named is licensed in the jurisdiction(s) identified and designs comply with ANSI/TPI 1. These designs are based upon pare shown (e.g., loads, supports, dimensions, shapes and design codes), given to MiTek. Any project specific information included is for M!Tek file reference purpose only, and was not taken into account in the prep these designs. MiTek has not independently verified the applicability parameters or the designs for any particular building. Before use, the should verify applicability of design parameters and properly incorp6ra into the overall building design per ANSI/TPI 1, Chapter 2. values arcrin accordance with ANSI/TPI 1 section 6.3 ,ign s re.1y on lumber values established by others. MiTek USA, Inc. 6904 Parke East Blvd. T, y, 5�Y610-4115 Project Name: M1 1323 Model'-.�p on: er of Record, If there is one, for the building. License #: State: (individual Truss Design Drawings Show Special -sign Program: MjTek 20/20 8.1 ind Speed: .165 mph oor Load: N/A psf gn Drawings and 0 Additional Drawings. I am the Truss Design Engineer and this index sheet ,ard of Professional Engineers Rules. by MiTek 28,2019. is a certification t the /nicn were ; customers iration of the design uilding designer , these designs Ilk 0 93 0 *QJ STATE OF % Thomas A. Albanl PE No.39380 Mak USA, Inc. FL Cent 6634 699 Parke East Blvd.11ampa Fl. 33610 Date: February 21,2018 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T13302390: M11323 A COMMON �1�r e r _­' i A 4 ; i W A C k 01 4A 4n �q �A!Q an n 1 Chambers Truss, inc., ruri r-ielutp, rL . i S �ap I � — i i M. " u� !­' " . U I D:a3B4PavKnnZweXyJckSFBgyuFUN-iltla6GS6xdm-lTrGI?GZC-lGrGmYZaVXI 111 xziuKK �6 11 �3 1 1 -0-0 1 21-7-3 Z7 4 3 34-0-0 5-0- 1 �11 Voo �4-13 —7-3 — I i -7-13 -o-n 4-7-3 6 1 Scale 1:57.8 4.00 ri _2 4x5 6 27 2x3 11 25 26 28 2x3 3x6 5 7 3x6 3x4 7::� 4 3x4 3 7 9 i 24 29 2 10 11 9 E12 _fzza � 6 E� 1�2 6 17 16 15 30 31 14 13 12 2X3 11 4x6 3X8 3X8 46 2X3 11 3x6 3x6 �6_-7113� 12-4-13 21-7-3 �7-4 3 34-0-0 5-9-0 —4 9-2-7 6-7-13 Plate Offsets (X,Y)-- [2:0-0-2,Edgel, [10:0-0-2,Edq 1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 14-15 >670 240 BOLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 163 lb FT=O% LUIMBER- BRACING- TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Harz 2=-1 79(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when hown. TOPCHORD 2-3=-341912395, 3-5=-2771/2031, 5-6=-2770/2152, 6-7=-2770/2 52, 7-9=-2771/2031, 9-10=-3419/2395 I BOTCHORD 2-17=-2132/3213,15-17=-2132/3213,14-15=-1269/2000,12-14--213213213, 10-12=-2132-/3213 WEBS 6-14=-635/983, 7-14=-313/362, 9-14=-689/49916-15=-635/983, 15=-313/362, 3-15=-689/499 i- NOTES- I ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=1 65mph (3-second gust) Vasd=1 28mph; TCDL=4.2psfl BCDL=3.Opsf; h=1 4ft; B--52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional), and C-C Exterlor(2) -1-0-0 to �-4-13, Interion(l) 2-4-13 to 13-7-3, Exterlor(2) 13-7-3 to 17-0-0, Interior(l) 20-4-13 to 31-7-3 zone;C-0 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrept with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf an the bottom chord in W 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. I 5) Provide mechanical connection (by others) of truss to bearing plate capable of �lithstandlng 100 lb uplift at joInt(s) except Ot=lb) 2=832,10=832. 1 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 47 lb up at 15-0-0, and 50 lb down and 47 lb up at 19-0-0 on top chord. -The design/selecti6n of such connection device(s) is the responsibility of others. I 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). k LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 6-11 =-54, 18-21 �20 Concentrated Loads (lb) Vert: 26=-50(F) 27=-50(F) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ,&WARNING -Verify design pamrnetersandRE4D NOTES ON THIS AND INCLUDEDifirEKnEFERANCE PAGE MY-7473,.. 10)V312015 BEFORE USE Design valid for use only with MITek(b) connectors. This design Is based only upon parameter , r shown, and Is for an Individual building component, not Et a truss system. Before use, the building designer must verify the applicability of design palahieters and properly Incorporate this 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 MiTel( Is always required for stability and to prevent collapse with possible personal Injury and pro�erly damage. For general guidance regarding the fabdcallom 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. Adexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Carlton III with porch T13302391 M1 1323 A6 SPECIAL 9. E'Grand Job Reference (optional) (zarriners I russ, I nc., ron: vierce, r-L 7-8-5 6-5-12 4.00FI-2 2X3 11 5x6 WB-- 5 5 2X3 Z�- 4 3 21 14 2 5xi 2 IVT1 8HS 3x12 �� 2.00FI-2 22 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-BURgnSH4tF]dcR2lqTWR6QXpvFX-HlUfmhlbZNziuKJ 26-4-0 34-0-0 5-11-8 i 7-8-0 V 5X8 II 6 2x3 11 7 3x6 8 3x4 9 23 13 12 5x12 2x3 5-4-0 34-0-0 1-9 1 7-8-0 Scale = 1:59.8 10 it 6 3X6 = LOADING (psf) SPACING- 2-0-0 CS1. DIEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.76 14 >539 360. MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 Rep Stress [nor YES WB 0.60 Horz(CT) 0.36 10 n1a n/a BCDL 10.0 Code FBC2017fTP]2014 Matrix -MS Weight: 155 lb FT = 0% LIUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD BOTCHORD 2X4 SP M 30 BOTCHORD WEBS 2x4 SP No.3 *Except* WEBS 6-14: 2x4 S P M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=1312/0-8-0 Max Horz 2=-1 79(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sh ' Lwn. TOPCHORD 2-3=-5529/3776, 3-5=-51 64/3538, 5-6=-5209/3667, 6-7=-2424/1902, 7-9=-2462/1813, 9-1 0=-3195/221 0 1 BOTCHORD 2-14=-3466/5266, 13-14=- 1305/2115, 12-13=- 1948/2995 ' 10-12=4948/2995 WEBS 3-14=-355/314, 6-14=-293/354, 6-14=-2175/3326, 6-13=-279/534, 7-13=-2371277, 9-13=-786/560, 9-12=0/269 Structural wood sheathing directly applied or 1-7-8 oc pudins. Rigid coiling directly applied or 3-9-12 oc bracing. I RovVat midpt 6-14 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=1 28mph; TCDL.=4.2psf; CDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 214-13, Interior(l) 2-4-13 to 13-7-3, Exterlor(2) 13-7-3 to 17-0-0, Interlor(l) 20-6-4 to 31-7-3 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 nonconcurreJ with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in a6 areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIfTP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. I ' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=803,10=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ,& WARNING- Verify destgn parameters and READ NOTES ON THISANDINCLUDED MITEKREFE RIANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mffek(D connectors. This design Is based only upon parameters'shown, and Is for an Individual building component. not a truss syttem. Before use, the building designer must verify the applicability of design pararrieters and properly Incorporate this 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 ' MOW ury or( Is always required for stability and to prevent collapse with possible personal Inj d p rty damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss system% seeANS Ity , Qual criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instfitute, 218 N. Lee Street Suite 312, PJexar/vd;d,7-,iVA 22,14. Tampa, FIL 33610 Job Truss Truss Type City Ply 62'Grand Carlton III with porch T13302392 M11323 A6 SPECIAL Job Reference (optional) A40 0 4 Ghamners I russ, Inc., Fort Pierce, FL 0.! OUS oup 1 u �v! 1 1V11 I GNMIGLisirlas, r1c. G ID:2GIScwwyY5hnGhXVARzUkuyuFUM-fh-3?olieYtUEbdENAI gfd4?AftlOQoo_Ln86qziuKI 8-11-11 16-0-0 18-0-0 1 L048 �5-11 15 34-0-0 8-11-11 7-0-5 2-0-0 57 8-0 -1 Scale 1:61.9 4. 0 0 Ff2— t)XZS — 5x6 5 6 W 3x4 5x6 VVB�� 5x6 WB-- 34 7 8 21 22 2. 14 9 10 5x1 2 IVITI 8HS 13 6 3x4 Zz 12 11 Gx6 2x3 11 M 3x12 2.00 F1 —2 10-6-4 15-0 6-10- 048 2%.171.�l 5 9A -0-0 10-6-4 � __�2 2 1_01 4 8-0-11� Plate Offsets (X,Y)-- [2:0-1-15,Edgel,[3:0-3-0,Edgel,[5:0-4-0,0-2-31,[7:0-2-7,Eddel,i9:0-0-6,EdgeI LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.81 Vert(LL) 0.69 14 >590 360 N�1­20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.92 14-17 >443 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 9 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 157 lb FT'-- 0% LIUMBER- TOPCHORD 2X4 SP M 30 *Except' 3-5,6-7: 2X4 S P M 31 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 S P M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/sIze) 2=1312/0-8-0,9=1312/0-8-0 Max Harz 2=-1 69(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sh TOPCHORD 2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8=-23981115� BOTCHORD 2-14=-3040/5224,13-14=-1 195/2361, 12-13=-1 123/2199,11-12=- 9-11 =-1 731/3001 WEBS 4-14=-492/513, 5-14=-1 707/2959, 5-13=-405/19.6, 6-13=-1 79/522, 8-11 =0/303 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 8-9=-3199/1981 31/300.1, 12=-893/660, 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=4.2psI; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp, C; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) -1 -0-0 to 21,4-13, Interlor(l) 2-4-13 to 31-7-3, Exterlor(2) 31-7-3 to 35-0-0 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 poncling. 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. I 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. I 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=803,9=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FIL Cart 6634 0904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A& WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M11EAREFERANCEPAGEM11-7473 rev. IaIO3)2015 BEFORE USE. Design valid for use only with M]Tek(D connectors. This design Is based only upon parameters shown, and Is for an Individual building component riot a truss system. Before use. the building designer must verify the applicability of design pararnefers and properly incorporate this design Into the overall buildnig design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required 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 Quallity Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexanclfla,,VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T13302393 M11323 A7 SPECIAL 1. Job Reference (optional) Chambers I russ, Inc., Fort Pierce, FL S. i30 5 Sep 15 2017 rvit i eK muubffleb, MU. Vveu rew � 1 I—. — 1. 1 U. i G ID:WSJqpGwa[Ppeur6hkgUjG5yuFUL-7tYRC�JLPsOLrICQxuZvBrcAj DQIsZxD?WieGziuKH B-10-10 14-0-0 20-0-0 L5-111 5 34-0-0 :�5-0-Q �10040 8-10-10 5-1-6 6-0-0 5_11. �15 8-0-1 4-0-01 Scale 1:60.8 5XB W 4.00 [1-2 4 5 r 2X3 L 3x4 z::� 3 6 t2 19 2 ��a 7 8 5x12 MT1 BHS 9 ]�� 6 10 9 6 5x12 2x3 11 3X6 W2 2.00F1-2 10-6-4 0-4-8 L&4�' 25-11-15 34-0-0 10-6-4 0 A% 5-7-7 8-0-1 Plate Offsets (X,Y)-- f2:0-1 -15, Edge], [4:0-4-0,0-2-3], [7:0-0-2, Edge] LOADING (psf) SPACING- 2-0-0 CS11. DEFL. in (loc) Weil Ud PLATES GRIP TCLIL 20.0 Plate Grip DOL 1.25 TC . 0.83 Vert(ILL) 0.66 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.10 10-11 >369 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WEI 0.95 Horz(CT) 0.34 7 n1a n/a BCDIL 10.0 Code FBC2017[-FP12014 Matrix -MS Weight: 147 lb FT = 0% LIUMIBER- TOP CHORD 2X4 SP M 30 BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-11: 2x4 SP M 30 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOTCHORD Rigid ceiling directly applied or 4-0-2 oc bracing. REACTIONS. (Iblsize) 2=1312/0-8-0,7=1312/0-8-0 Max Horz- 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) FORCES. (b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sh, wn. TOPCHORD 2-3=-5484/3370, 3-4=-5116/3126, 4-5=-2229/1544, 5-6=-2448/15R9, 6-7=-3169/1993 BOTCHORD 2-11 =-3071/521 9, 10-11 =- 1590/2874, 9-1 0=- 1738/2968, 7-9=- 1 73P/2968 WEBS 3-11 �41 9/443, 4-11 =- 1466/2647, 4-1 0=- 812/448, 5-1 0=-205/487,16-1 0=-785/575, 6-9=0/272 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.ZPST; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2) -1-0-0 to 214-13, Interion(l) 2-4-13 to 31-7-3, Exterjor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS 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. 1 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. 1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=80317=803. 1 Thomas A. Albani PE No.39380 MiTsk USA, Inc. FIL Cert 8634 6904 Parke East Blvd. Tampa FL $3610 Date: February 21,2018 ,& WA RNING - Verify des Ign para m & I ers an d REA D NO TES 0 N THIS A ND INC L UDED mrr.-K REFERAl NCE PA G E M11. 74 73 re v. 1 OM12015 B EFO R E US E. Design valld for use only with MITekO connectors. 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 applIcab4llty of design pararrieters, and property Incorporate this 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 WeIC is always required for stability and to prevent collapse with possible personal Injury and prop6rty damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. seeANSI/TPI I Quallty Criteria, DSB-89 and BCS] Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street Suite 312. Aexandda,' VA 22314. Tampa, FIL 33610 Job Truss Truss Type city Ply 62'Grand Carlton III with porch T13302394 M11323 AB SPECIAL 1. 1 Job Reference (optional) unamDers I russ, mc., rori merce, r-L .. . — . —F . . — , , — . � . I .. . ..' .— . . . ID:WSJqpGwaIPpeur6hkgUjG5yuFUL-b36pQTKzAASCTvncVb48k2gLBTZgUMw5SfGFAiziuKG 8-8-4 5-11-4 20-4-8 L2 41- 2 34-0-0 �.5-0- 0 -001 1 -3-4 4-101 8-8-4 138-4 11 4-8-4 7-� 2 .112 9 Scale = 1:60.6 5X6 2x3 11 5x8 4.00 FIT 4 2`1 6 22 7 2X3 2X3 Z�' 8 3 20 23 13 2 5x1 2 IVITI 8HS 10 6 6 12 11 5x12 3x4 4x6 3x'12 2.00 F1 _2 10-6-4 20-41-8 L2 10 34-0-0 10-6-4 �-14 1 12-0-0 Plate Offsets (X,Y)-- [2:0-1-15,Edgel, [7:0-5-8,0-2-81 1 LOADING (pst) SPACING- CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 .2-0-0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.65 12-13 >624 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 MT18HS 244/190 BCLIL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 154 lb FT = 0% LUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 3-11 -11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-1 29(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when W. n6-7=-2,,6/1779, TOPCHORD 2-3=-6488/3444, 3-4=-5117/3183, 4-5=-3911/2497, 5-6=-2576/4t, 7-8=-2663/1762, 8-9=-3021/1971 BOTCHORD 2-13=-3143/5224,12-13=-1 956/3292, 11-12=-1 369/2481, 9-11 =-1 05/2827 WEBS 3-13=-396/420, 4-13=-1 028/1721, 5-13=-3001797, 5-12=-894/601, 6-12=-2651263, 7-12=-294/391, 7-11 =-3741691, 8-11 =-535/502 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=3.0psf; h=14ft; B=52ft; L=34ft; eave-6ft; Cat. 11; Exp Q Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 4. 4-13, Interior(l) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 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 psf bottom chord live load nonconcurrenj 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. 1 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. 1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=803,9=803. Thomas A. Albani PIE No.39380 MiTek USA, Inc. FIL Cort 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 AQ, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERIANCE PAGEMII-7473 rev. 10.(03,2015 BEFORE USE. Design valid for use orgy with MITeW connectors. This design'ls 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 paror�eters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chor� members only. Additional temporary and permanent brming MiTek* Is always required for stability and to prevent collapse wilh possible personal Injury and propbrly damage. For general guidance regarding the fabrication. storage, delivery; erection and bracing of trusses and truss systems. seeANSI/TpI I� Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrim VA 22,314. Tampa, FL 33610 Job Truss rruss Type �Q�tyPly 2'Grand Carlton III with porch T13302395 M11323 Ag HIP 1. 1 1 1 '�6 b R f ce (optional) - — - .1 ­­ '­­ 1-1 ... ­­ — M�A E�h o4 4A.in a onip r)ann 1 L,namDer5 i iuss, niu., rUl L rIU16U, — 4.00F1_2 2x3 3 2 3_�� c�. 22 2 3X5 ID:-etClcxC3ixVV?huls?ypJyuFUK-3FgBdpKbwTG353Mp3jbNGGidcs?ZDm3EgJ?oj8ziuKF 15-2-14 20-4-0 24-0-0 27-4-1 34-0-0 i-O i 3- Vio 5-2-14 6-1-2 3-8-0 3-4-1 6-7-15 Scale 1:58.6 4x4 3x 2x3 11 4x8 4 24 l525 26 6 27 7 2x3 5'- 28 29 9 10 1� 6 6 15 14 3x8 � 3X6 13 12 1`1 6X8 = 3X6 = 3x4 3x5 -- LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.38 11-21 >432 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 13 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 156 lb FT=O% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORID BOTCHORD 2X4 SP M 30 BOTCHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=663/0-8-0,9=34610-8-0,13=161610-8-0 Max Harz 2=1 09(LC 9) Max Uplift 2=-430(LC 10), 9=-249(LC 10), 13=-928(LC 10) Max Grav 2=685(LC 19), 9=386(LC 20),13=1616(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (1b) or less except when shown. TOPCHORD 2-3=-1275/1025,3-4=-9131708,4-5=-829[705,5-6=-565/E)07 ' 6-7=J565/807 7-8=-1 04/278, 8-9=-341/235 BOTCHORD 2-15=-836/1187,13-15=-34/309,11-13=-256/348,9-11=-124/304 WEBS 3-15=-425/501,5-,15=-444/66515-13=-1215/1079,6-13=-264/300,�-11=-255/396, 8-1 1=-461/521, 7-13=-8371703 Structural wood sheathing directly applied or 5-11-9 oc puffins. Rigid ceiling dire6tly applied or 6-0-0 oc bracing. 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; lJCDL=3.0psf; h=14ft; B=52ft; L=3411; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-0 Exterior(2) -1-0-0 to 2-4-13, Interior(l) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 10-0-0, Interior(l) 14-9-11 to 19-2-5, Exterlor(2) 24-0-0'to 35-0-0 zone;C-C for me�ibers and forces & MWFRS for reactions shown; 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 ith 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 witl istanding 100 lb uplift at Joint(s) except at=lb) 2=430,9=249,13=928. Thomas A. Albani PE No.39380 MiTek USA, Inc. I'L Cert 6634 8904 Parke East Blvd. Tampa FL 3361D Date: February 21,2018 WARNING - Verifydesign parameters andREAD NOTES ON THISAND INCLUDED MITEKREFER�NCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MF[ekO connectors. This design Is based only upon parameters shown, a truss system. Before use, the building designer must verify the applicability of design param6ters and Is for an Individual building component. not and properly Incorporate this 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* Is always required for stability and to prevent collapse with possible personal Injury and propeN damage. For general guidance regarding the fabricallort storage, delivery, erection and bracing of trusses and truss systems; seeANSI/TPI I Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, Quality Criteria, DSB-89 and BCSI Building Component �A 22314. 6904 Parke East Blvd. Tampa, FIL 33610 Job ' Truss Truss Type city Ply 62'Grand Cart n III with porch T13302396 M11323 GRA HIP I . 1 Job Reference ( ptional) Chambers Truss, Inc., Fort Pierce, FL 8.130 S bep 15 2011 Mii ek industries, inc. vvea t--eD zi 14:1 v:ov zui u Page i ID:—etClexC3ixVV?huls?ypJyuFUK-XSEZq9LDhnOwiDx?cO6cpTEfaGKGyBpOVZIMFbziuKE 8-0-0 1 1-0-0 22 0 34-0�O 5g -4 1 il �11-001 0-1 B-0-0 5-1 1186-001 1 3� 3-9-� 8 -0- -0-0 TOP CHORD MUST BE BRACED BY END JACKS, Scale 1:60.6 ROOF DIAPHRAGM , OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 44 - 11 14 19 9 7 x10 17 6x10 4 4.00 F1-2 3x6 = f::;i� 19 — rTJ 3 5 13 16 5 21 2 22 C� 2 3 �2 C? 6 29 28 27 25 26 24 34 11 3x6 = 6X8 3x6 6x8 4x4 3x5 6X8 1 1- 18-6-0 26-0-0 L4-0-0 7-�-1 5 7-6-0 8_0_0 Plate Offsets (X,Y)-- 12:0-2-2, Edge], [3:0-3-8, Edge], [21:0-3-8, Edge], [24:0-3-8,0-3-01, f2TO-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 rVa n1a BCDL 10.0 Code FBC2017/-FP12014 Matrix -MS Weight: 194 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. BOTCHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at midpt 8-21 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS I B race at Jt(s): 7. 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-1 79(LC 6) MaxUplift All uplift 100 lb or less atjoint(s) except 2=-351(LC 8), 27=-1168(LC 8), 26=-1495(LC 8), 22=-625(LC 8) 1 MaxGrav All reactions 250 lb or less at joint(s) except 2=487(LC 7),27=2232(LC13),26=2929(LC14), 22=984(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wn. TOPCHORD 2-3=-621/387, 3-5=-304/83B, 5-7=-588/1209, 7-8=-588/1209, 8-12 -588/1209, 12-13=-588/1209,13-15=-588/1209,15-16=-588/1209,16-18=-583/1209, 18-20=-2230/1280, 20-21=-2230/1280, 21-22=-2271/1263, 6-9�1 26/305, 9-1 1=-106/363, 11-14=-1 93/412,14-17=-94/271,19-21=-143/272 BOTCHORD 2-29=-247/677, 27-29=-1 89/540, 26-27=-779/446, 24-26=411/6& 1, 22-24=-1 083/2108 WEBS 3-29=-500/1176, 3-27=- 1766/911, 5-27=-748/622, 5-26=-546/351, 13-26=-946/617, 18-26=-2412/1474,18-24=-846/1780, 21-24=-35/351, 4-5=-608/514,19-20=-335/305, 14-15=-556/407,11-12=-254154 I 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=4.2pST; �UUL=3.0psf; h=14ft; B=52ft; L=3411; eave=6ft; Cat. 11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional); Lumber DOL=11.60 plate grip DOL=11.60 3) Provide adequate drainage to prevent water poncling. 4) All plates are 2x3 MT20 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. 1 7) Provide mechanical connection (by others) of truss to bearing plate capable ol wirl War OR ig 351 lb uplift at joint 2, 1168 lb uplift at joint 27, 1495 lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical puffin representation does not depict the size or the orientation of the Irlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support c.6ncentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at B-0-0 on bottom chord. The design/s6llection of such connection device(s) is the responsibility of others. I 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted a.s front (F) or back (B). Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ,& WARNING- Verify cfesign parameters and RE40 MOTES ON THIS AND INCLUDED MITEK REFERAMCE PAGE M11-7473 rev. 10/012016 BEFORE USE. Design valid for use only wIth MlTek8 connectors. This design Is based only upon paramete4 shown. and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chdrd members only, Additional temporary and permanent bracing MOW is always required 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. secAN31/1PI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22,314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply 62'Grand Carlton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference optional) Chambers Truss, Inc., I-ort Fierce, t-l- D—v� vp !uav . i. uo;—' "�. w ID:_etClcxC3ixVV?huls?ypJyuFUK-XSEZqgLDhnOwiD)OcO6cpTEfaGKGyBpOvzlMFbziuKE LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced): Lumber Increase--'1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 21-23=-54, 29-30=-20, 24-29=-47(F=-27), 24-33=-20, 3-1 1=-126(F=-72)' Concentrated Loads (lb) Vert: 29=-641 (F) 24=-641 (F) 11-21=-126(1`�72) WARNING- Verity design parameters and REW NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE Mll-7473 rev. 1010=015 BEFORE USE. Design valid for uso only with MITek8 connectors. This design Is based only upon paramete� shown, and Is for an IndivIduall building component. not 0 truss System. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chbrd members only. Additional temporary and permanent bracing MOW Is always required for stab4lity and to prevent collapse with possible personal Injury and prol)-arty damage. For general guidance regarding the faloficatilori 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 avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312., AlexandrIp. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302397 M11323 GRB HIP Job Reference optional) LonamDers i russ, inc., r-U[L nUlk;e, rL B-0-0 13-8-C 4--_0040 8-0-0 5-8-0 5x8 MT1 8HS 4.00 F12 3 2 21 r�6 _ 4x6 = Plate 16 3x6 11 2x3 11 4x6 23 4 5 6 15 14 5x6 = 6x12 20-4-0 :yyrq04M78G4raWBLWyuFUJ-TqMKFrNTDOedyW4NkRB4uuKlw4_?Q6XhNGETJTziuKC ?0-4-0 6-00 34-0-0 L 3-4-0 5_'_� 8-0-0 1 0-0 Scale = 1:58.6 5x8 MT18HS 2X3 11 7 24 8 Y—r'r- 7 9 10 t2 13 12 11 6xl 2 = 6x6 3x6 11 46 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (loc) I/detl Lid TCLL 20.0 Plate Grip DOL 1.25 TO 0.80 Vert(LL) 0.22 16-19 >999 360 TCDL 7 Lumber DOL 1.25 BC 0.68 Vert(CT) -0= 16-19 >820 240 BOLL 0�00 Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 9 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=1269/0-8-0,13=4057/0-8-0,9=474/0-8-0 Max Horz 2=90(LC 7) Max Uplift 2=-853(LO 8),13=-2590(LC 8), 9=-345(LC 8) Max Gram 2=1 451 (LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when � TOP CHORD 2-3=-3625/1950, 3-4=-2080/1236, 4-6=-2080/1236, 6-7=-1296/2 8-9=-751/370 BOTCHORD 2-16=-1729/3460,14-16=-1753/3525,11-13=-262f733, 9-1 1=-2, WEBS 3-16=-435/1209, 3-14=-1552/774, 4-14=-837/691, 7-13=-878171 8-1 1=-432/1204, 6-14=-1453/2814,6-13=-3198/1807 BRACING- TOPCHORD BOTCHORD WEBS 7-8=-1296/2589, 1/668 3. 8-13=-3635/1919, PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 153 lb FT = 0% Structural wood sheathing directly applied or 3-1-14 oc, purlins. Rigid ceiling directly applied or 5-3-14 oc bracing. I Row at midpt 3-14, 8-13,6-13 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.Zpsi; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water poncling. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 2590 lb uplift at joint 13 and 345 lb uplift at joint 9. 8) Girder carries hip end with B-0-0 end setback. I 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at B-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss aie , 10wu EIS 110111 kr-I or back (B). LOAD CASE(S) Standard Thomas A. Albani PE No.39380 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1 .25 MiTek USA, Inc. FL Cert 6634 Uniform Loads (plf]) Vert: 1-3=-54, 3-8=-131(F=-77), 8-10=-54,16-17=-20,11-16=-49(IF=-2�), 11-20=-20 8904 Parke East Blvd. Tampa Fl. 33610 1 Date: February 21,2018 �nntiniiprl on nqnp 9 A WARNING- Verify design parameters and REW NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11­7473 rev. 101012015 BEFORE USE. Design valid foruse only with MR06 connectors. Thisclesign Is based onlyupon parameters shown, and Isforan Individual building component, not a truss system. Before use, the building designer must verify the applicability of design pdrameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or 6hord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and �roperty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSIfTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tmss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 3 3610 Truss Type Qty Ply 162' Grand Carlton I I I with T13302397 M 11323 1 GRB Chambers Truss, Inc., Fort Pierce, F LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641 (F) 11 �641 (F) HIP i Job Reference (optional) 8.130 s Sep 16 2017 MiTeK industries, ID:SrRaEyyrqG4M78G4raWBLWyuFUJ-TqMKFrNTDOedN Feb 21 ,&WARNING -Verify destgnparamaters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE Mit-7473 rev. 101012015 BEFORE USE. Design valid for use only will) Mlleka connectors. This design Is based only upon parame , ters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design p6rameieis and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or �Ihorcl members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and 0operty damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, se-e-ANSI/IPI I Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avollable from Truss Plate.insfiturte, 218 N. Lee Street Suite 312, Alexari,dria, VA 22,314. Tampa, FIL 33610 Job Truss Truss Type City ply 62' Grand Carlton I I I with porch T13302398 M11323 J2 MONO TRUSS Job Reference (optional) unamDers I russ, Inc., �-ort vierce, r-L 2 3x4 = 4.00FI-2 ID:xl?zSlzTbJCDIIrGPHiQukyuFUI-TqMKFrNT�Ye�;W�t,�FW�uu�Bb47'� IiWI4d�TJTziuKC 9-n-n 3 4 Scale = 1:7.8 1 1 2-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Verl(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 8 lb FT = 0% LUMBER- BRACING- TOPCHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4=-3(LO 7) Max G rav 3=39 (LC 15), 2= 141 (LC 1), 4=31 (LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C C formembers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 i 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.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. 4) Refer to girder(s) for truss to truss connections. 1 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at joint 4. 1 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa Fl. 33810 Date: February 21,2018 ,&WARNING -Verify design parameters and READ NOTES Off THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev. 1OW12015 BEFORE USE. Design valid for use only Ain MIT" connectors. This design Is based only upon paramleters shown. and Is for an Individual building component. not a truss system. Before use, the building designer must vertly the applicability of design �arameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/ot chord members only. Addlilonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury andiproperly damage. For general guidance regarding the falodcallon. storage. delivery, erection and bracing of ttusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Paike East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, AlexcincIft VA 22-314. . Tampa, FL 33610 - Job Truss Truss Type Q py Ply 62'Grand Carlton III with porch T13302399 M11323 J4 MONO TRUSS 8 Job Reference (optional) L;namDers i russ, mc., r-on merce, r-L 2 3x4 = 6. i.30 5 OLP 1D eVi 1 IVII IV& !I IU-11—, 111- . . . . �t) I ID:PDYLfd 5MdK4MSQTZ?ZfRxyuFUH-ylwiTBN5—imUZgfa]BfJR6s]—UP79nvqbwzoswziuKB 4-0-0 A_A_n 4.00 [1-2 3 4 Scale = 1:11.1 LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 EICLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017TrPI2014 Matrix ­MP Weight: 14 lb FT = 0% LUMBER- BRACING- TOPCHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Horz 2=1 04(LC -10) Max Uplift 3=-80(LC 10), 2=-161(LC 10), 4=-7(LC 10) Max Grav 3=90(LO 1), 2=207(LC 1), 4=69(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- I 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterion(2) zone;0 -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 nonconCL rrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chorc 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 )f withstanding 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 7 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. I'L Cart 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: February 21,2018 WARNING- Verify design parameters and READ NOTES ON THISAND INCLUDED MITE� REFERANCE PAGE MIP7473 rev. 10/03)2016 BEFORE USE. Design valid for use only wilh MITek8 connectors. 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 desIgA parameters and property Incorporate this design Into the overall OF building design. Bracing Indicated Is to prevent buckling of individual truss web anaj& chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury a0d property damage. For general guidance regarding the fabricartlor'L 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 ';treat Suite 312, Ploxandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62'Grand Carlto n III with porch T13302400 M11323 J6 MONO TRUSS 9 1 i Job Reference toptional) unamuefs i ru55, inc., MIL r­ivnx, rL ID:tP6jt7_�i.*�.-.-�Xi4uzgyuFUG-QDT4gXOklouLBqEmrsBYzJPUDtd4uE9zqajZOMziuKA 6-0-0 -11-00-00 6-0-0 2 3x4 = 4.00FI-2 LOADING (psf) SPACING- 2-0-0 CS1. I DEFL. . in (loc) I/def] Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Verl(LL) 0.11 4-7 >629 360 TCDL 7.0 Lumber DOL 1.25 BC 0.8� Vert(CT) -0.12 4-7 >617 240 BCLL 0.0 Rep Stress Incr YES WB o.od Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP I LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Horz 2=142(LC 10) Max Uplift 3=-1 31 (LC 10), 2=-1 94(LC 10), 4=-8(LC 10) Max Grav 3=145(LO 1), 2=279(LC 1), 4--102(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except NOTES- 1) Wind: ASCE 7-10; Vult=165mpfi (3-second gust) Vasd=128mph; TCD 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 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 nor 3) * This truss has been designed for a live load of 20.0psf on the bottom 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 cal joint 2 and 8 lb uplift at joint 4. shown. Scale = 1:14.6 3 4 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. for members and forces & MWFRS for reactions rent With any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide withstanding 131 lb uplift at joint 3, 194 lb uplift at Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3361D Date: February 21.2018 WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED Milan REFERAME PAGE Ull-7473 rev. 1010312015 BEFORE USE. Design vaild foruse only with MITek6 connectors. 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 desIdn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/of chord members only. Addillorwil temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek* fabirtcation, 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, A16xonclda, VA 22314. I- - - - Tampa, FL 33610 MONO TRUSS 1 Job Re s Sep 15 2017 with porch mal) .ties, Inc. Wed Feb 21 T13302401 M1 1323 1 J8 Chambers Truss, Inc., Fort -1-0-0 1-0-0 1� 1 2 3x4 5r 8 9 4.00 F1_2 ID:tP6jt 8-0-0 8-0-0 4 0 Scale = 1: 17.4 Plate Offsets (X,Y)-- [2:0-3-14,0-1-81 1 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(ILL) 0.26 4-7 >367 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.30 4-7' >319 240 BCLL 0.0 Rep Stress Incr YES WB 0.015 Horz(CT) -0.00 3 n/a n/a. BCDL 10.0 Code FBC2017/TP12014 Matrix-M Weight: 26 lb FT = 0% LUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD 2x4 SP M 31 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=188/Mechanical,2=352/0-8-0,4=103/MechanicaI Max Harz 2=1 80(LC 10) Max Uplift 3=-1 75(LC 10), 2=-228(LC 10), 4=-1 5(LC 10) Max Grav 3=188(LC 1), 2=352(LO 1), 4=145(LC 3) FORCES. (11p) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=,+.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; lHxp C; Encl., GCpi=0.18; MW`FRS (directional) and C-C Exterior(2) -1-0-'0 to 2-4-13, Interior(l) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to j-1 1-8 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.Opsf on the bottom cho[d 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 cap of withstanding 175 lb uplift at joint 3, 228 lb upliftat joint 2 and 15 lb uplift at joint 4. 1 Thomas A. Ahani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIFEKREFERANCE PAGE Mll-7473 rev. 1010312015BEFOREUSE. 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 truss system. Before use, the building designer must verify the applicability of d6sign parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web q1nd/or chord members only. Additional temporary and permanent bracing MiTek* is always required 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 buss systems. seeANSI/TPI I QUGIItV CFiterI0, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from 1russ Plate Institute, 218 N. Lee Street. Suite 312.iAlexandfla, VA 22314. Tampa, FIL 33610 Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T13302402 M11323 KJ8 MONO TRUSS 4 1 Job Reference (optional) ChaMbers Truss, Inc., Fort Pierce, FL 8.130 s Sep i5 2Oi7 MiT ek industries, inc. Wed reu 2 1 14.20;05 40 io raqu i ID:Lcg54J?LuEancmZr4Qb7WMyuFUF-Mcbr5CC�-Hd83Q80gzHD02kUrohRsMlVGHuCgSEziuKB 11-3-0 1 1-5-0 7-3-4 Scale = 1:20.3 3x4 3x4 7-d-4 -1 3-11-12 LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TGDL 7.0 Lumber DOL 1.25 BC 0A0 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MS Weight: 44 lb FT = 0% LUMBER- BRACING- TOPCHORD 20 SP M 30 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2X4 SP M 30 BOTCHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 4=20 1 /Mechanical, 2--466/0-11-5, 6=576/Mechanical Max Harz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1), 6--590(LC 13) Jen FORCES. Qb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except shown. TOP CHORD 2-3=-1 151/523 BOTCHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=01330, 3-6=-1236f755 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 pl 2) This truss has been designed for a 10.0 psf bottom chord live load nonc 3) * This truss has been designed for a live load of 20.Opsf on the bottom c will fit between the bottormchord 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 cap� joint 2 and 286 lb uplift at joint 6. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are ?psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. grip DOL=1.60 urrent with any other live loads. d in all areas where a rectangle 3-6-0 tali by 2-0-0 wide of withstanding 205 lb uplift at joint 4, 305 lb uplift at as front (F) or back (B). LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B=-49), 8=0(F=10, BJ0)-to-5=-56(F=-18, B=-18) Thomas A. Albani PE No.39330 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: February 21,2018 WARNING -Verify design parameters and RE4D NOTES ON THIS AND INCLUDED UITEK REFERANCE PAGE M11­7473 rev. 10103)2015 BEFORE USE. DesIgn valid for use only with MlTek6 connectors. IhIs design is based only uponiparameters shown, and Is for an Individual bulldlng component not MF a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web, and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regardIng the fabricatiort storage, delivery, erection and bracing of trusses and truss systems, �eeANSIJTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke rest Blvd. Safety Information available from Iruss Plate Institute. 218 N. Lee Street, Suite 31?, Alexandda.VA 22314. 1 Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths, Apply plates to both sides of truss and fully embed teeth. --t- For 4 x 2 orientation, locate plates 0-1/id' 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 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 dimensions, shown in ft-in-sixteenths (Draw ngs not to scale) 2 3 TOP CHORDS 0 a: 0 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, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 01 0 a- 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. @ 2012 MiTek(5 All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1 . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested porhes. 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 otioint 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 190/. at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber for dead load deflection. -size, -orientation-and-location dimensions �re 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 after 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 I Quality Criteria.