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TRUSS PAPERWORK
MiTek e RE: M11323 MITek USA, Inc. 62' Grand Carlton III with porch 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Project Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL 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 Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7- Roof1Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. 1 Seal# Truss Name Date 1 T13302390 a 2/21/18 2 T13302391 a5 2/21/18 3 T13302392 a6 2/21/18 4 T13302393 a7 2/21/18 5 6 T13302394 T13302395 a8 a9 2/21/18/1�� 2/21/18 (% 7 T13302396 gra 2/21/18 grb2/21/18 1T1330398 2 O 1 2/21/80 11 T13302400 16 2/21/18 12 T13302401 118 2/21/18 13 T13302402 2/21/18 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. O%N • �e°o�,° �N Truss Design Engineer's Name: Albani, Thomas ,`v�� ��,<�•. '� F•'92i�'� My license renewal date for the state of Florida is February 28, 2019. • Florida COA:6634 : N 9 80 s 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 ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were STATE OF : 441� given to MiTek. An project specific information included is for MiTek customer's file referencepurposeonly, and was not taken into account in the preparation of P \_��, ��O�F • � O R •��? s°o° these designs. MiTek has not independently verified the applicability of the design • • �� tss+ desiapplicabilitys for should uthese °°°e 1�N Ai ���.%` ofdesignarticular arametersiand properly incorporateLhe verifrs y designs fY pP Y 9 P P P Y9 into the overall building design per ANSI/TPI 1, Chapter 2. Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33610 February 21,2018 n.#.. 1 of 1 Albani, Thomas FILEocCoOPY Job ' Truss Truss Type City Ply 62' Grand Carlton III with porch T13302390 M11323 A COMMON 9 1 i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.13o s Sep 15 201 t Mi ek inousirles, Inc. Wed Feb 2i )4:-roaa 2018 rage 1 I D:a3B4PavKnnZweXyJckSFBgyuFUN-iItla6GS6xdm_ITrGI?CZC_IGrGmYZaVX1II IxziuKK r1 0 t 6-7-13 12.4.13 17.0-0 ' 21-7-3 27.4.3 34.0.0 35.0•Q 1-0.0 6.7-13 5.9.0 4.7.3 4.7-3 5-9.0 6 7-13 1-0.0 Scale=1:57.8 4.00(12 4x5 = 6 27 %i 6 3x6 = I 2x3 11 3x8 = sxe = exa a ano — LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20171T'P12014 LUMBER - TOP CHORD 21 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 CSI. DEFL. in (for.) I/dell Ud PLATES GRIP TC 0.39 Veit(LL) 0.3214-15 >999 360 NTT20 244/190 BC 0.58 Vert(CT) -0.61 14-15 >670 240 WB 0.65 Horz(CT) 0.12 10 n/a n/a Matrix -MS Weight: 163 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-12 Oc purlins. BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. REACTIONS. (Ih/size) 2=1362/0-8.0, 10=1362/0-8-0 Max Horz 2= 179(LC 8) Max Uplift 2— 832(LC 10), 10=-832(LC 10) FORCES. (lb) - ax. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3419/2395, 3-5= 2771/2031, 5-6— 2770/2152, 6-7=-2770/2152, 7-9=-2771/2031, 9-10=-3419/2395 BOT CHORD 2-17_ 2132/3213, 15-17=-2132/3213, 14-15=1269/2000, 12-14=-2132/3213, 10-12=-2132/3213 WEBS 6-14— 635/983, 7-14=-313/362, 9-14=-689/499, 6-15=-635/983, 5-15=-313/362, 3-15=-689/499 NOTES- 1) Unbalanced roof live loads have beer) considered for this design. 2) Wind: ASCE 7j10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=52ft; L=34ft; eave=6ft; Cal. II; Exp C; Encl.! GCpi=0.18; MW FRS (directional) and C-C Exlerior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0.0, Interior(1) 20.4-13 to 31-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has Len designed fora 10.0 psi bottom chord live load nonconcltrrent 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 s will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=832, 10=832. 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 Ib up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. i 7) In the LOAD CASES) section, loads applied to the race 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 Loadsl(pro 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 Cert 6634 6904 Parke East Blvd. Tampa FL $3610 Date: February 21,2018 ® WARNING - vemy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII.7473 rev, 10/0MO1S BEFORE USE Design valid (oriuse only with MiTek® connectors. this design is based only upon paranlelers 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 property Incorporate this design Info the overall buliding 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 (or stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrlcalton, storage, delivery, erection and bracing of trusses and truss systems, secANSUWIi QualByCrileda, DSB-89 and BCSIW11d/ng Component Safety lnfoana//onavaliable from Truss Plate Institute, 218 N. Leo Street, suite 312, Alexandria, VA22314. Tampa, FL 33610 i Job Truss Truss Type Oly Ply 62' Grand Carlton III with porch T13302391 M11323 A5 SPECIAL 9 1 i Job Reference o floral .:T..:. ...........:.... �..., tnr...r e.,r, o� �n•�o•cn onia pane � Chambers Truss, Inc., Fort Pierce, FL I 4.00 12 5x8 II r31 6 1 Ufmhl bZNziuKJ Scale = I t59.8 Plate Offsets (X,Y),,- [2:0-1.15 Edge], 14:0-3-0,Edge], f10:0-0-6.Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 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 Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -MS Weight: 155 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 "Except' 6-1�4: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 1 Row at midpt 6-14 REACTIONS. (lb'size) 2=1312/0-8-0, 10=1312/0-8-0 M2 Horz 2= l79(LC 8) Max Uplift 2=-803(LC 10). 10=803(LC 10) FORCES. (lb) - Max Comp./Max- Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5529/3776, 3-5=-5164/3538, 5-6=-5209/3667, 6-7=-2424/1902, 7-9=-2462/1813, 9' 10— 3195/2210 BOT CHORD 21 14=-3466/5266, 13-14= 1305/2115, 12-13=-1948/2995, 10-12=-1948/2995 WEBS 3-14= 355/314, 5-14=-293/354, 6-14= 2175/3326, 6-13=-279/534, 7-13=-237/277, 9 13= 786/560, 9-12=0/269 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=14ft; B=52fh L=34fh eave=6tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterfor(2) -1-0-0 to 2-4-13, Intertor(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interior(1) 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' 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. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 10=8031 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert $634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING - V. rfly design parameter: and READ NOTES ON TN15 AND INCLUDED MITEK REFERANCE PAGE MM7473 rev. 10/032015 BEFORE USE. Design valid for'use only with MlleW conneclors. This design Is based only upon parameters shown. and Is for an Individuai building component, not a Iruss system. Before use. the building designer roust verify the applicability of design pararnelers 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. Additlonal temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property carnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seP.ANSb?PI1 GuoW Cr9eda, DSO-89 and BCS1 BuBding Component 6904 Parke East Blvd. Safefylnfomlof.lonavaliaUe from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 , Job ..t Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302392 M11323 A6 SPECIAL 1 1 Job Refer once optional) Chambers Truss, Inc., Fort Pierce, FL 8J30 s Sep 115 cur r wu rmc II1uUbL11Ub, MC. V.nu G a l Aso . ID:2GIScwwyY5hnGhXVARzUkuyuFUM-fh_37olieYlU EbdENA1 gfd47AfllOQoo_Ln86gziuKl 1.0• I 8.11-11 16.0.0 18.0.0 , 20.4.8 25.11.15 34.0.0 3 0- 8.11.11 7-0.5 2-0.0 2-4.8 5-7-7 N 9 8.0.1 1.0. Scale = 1:61.9 i 4.00 12 exe — 5x6 = 25-11 LOADING (psi) I SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.69 *14 >590 360 MT20 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 n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 157lb FT = 0% LUMBER- T BRACING - TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 35,6-7. 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2z4 SP No.3'Except' 5114; 2x4 S P M 30 OTHERS 21C4 SP No.3 REACTIONS. (,b/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2_ 169(LC 8) Max Uplift 2=-803(LC 10), 9— 803(LC 10) i FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071, 5-6_ 2314/1551, 6-8= 2398/1533, 8-9= 3199/1981 BOT CHORD 2-14=-3040/5224, 13.14= 1195/2361, 12-13=-1123/2199, 11-12=-1731/3001, 9-11_ 1731/3001 WEBS 4-14= 492/513, 5-14=-1707/2959, 5-13=-405/196, 6-13=-179/522, 8-12= 893/660, B-11=0/303 NOTES- 1) Unbalanced roof live loads have been considered for this design- 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=3.Opsf; h=14it; B=52ft; L=34ft; eave=6fl; Cat. II; Exp C; End I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 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 adecidate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss hasl 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 tit between the bottom chord and any other members. 7) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 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 Qt=lb) 2=803, 9=8031 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; February 21,2018 ® WAANlNG - VerHy design parameters and READ NOTES ON TNlS AND INCLUDED MfTEK REFERANCE PAGE M1F7473 rev. 10/03/2015 BEFORE USE pesign valid for use only wlih tvllleMID connectors, this design Is ix�sed o"t upon parameters shown, and is for an Individual building component not �• a Truss syslem.;&:fore rue, the lxriiding designer rnusf verify the applicab➢oy of design parameters and properly Incorporate this design Into the overall build(ng design. &acrng Ind(aated Is to prevent fw." 9 o1 Ind(vidrml truss web and/orchard members only. Addrttonal temporary and permanent bracing MiTek' k always required for stablilly and to prevent collapse wllh possible personal inlrny and properly damage. For general guidance regarding the fabricatton. slgrage, delivery, erection and brcrcln, of trusses and lmss sysierns. seeANSU►P1I QualOyCrBerfa DSB�9 and BCSf BuQd/ny Component 6904 Parke East Blvd. Salary Inlormallo!►available from Truss Piote Institute. 218 M. Lee S1reo1. Suite 312, Nexandda, VA 22314. Tampa, FL 33610 rlolbTruss Truss Type Qty Ply G2' Grand Carlton III with porchT13302393 323 A7 SPECIAL 1 1 Job Reference (optional) Y M1AiTnL InArnlrinc Inn wed 21 14:19:56 2018 Pane 1 Pane Chambers Truss, Inc., Fort Pierce, FL 0. 13u s bep " ""' '°"' �^ "" "'"" "' " Feb' "" " ' ' '"'" "'- SJgpGwai Ppeur611kgUjG5yuFUL-7tYRC7J LPsOLrICQxuZvBrcAj3DQlsZxD7 W ieGziuKH 1n-n.n Who.[) 25.11.15 34.0.0 35.0.4 �1 6 5x8 = 5x6 = i 5x12 = 24 II 3x6 = 3x12 -.�- I 2.00 F12 Scale =1:60.8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (fee) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 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 WB 0.95 Horz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 147lb FT=O% LUMBER- BRACING - TOP CHORD 2x 1 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. WEBS 2x4 SP No.3 "Except' 4-11: 2x4 SP M 30 REACTIONS. (Ip/size) 2=1312/0-8-0, 7=1312/0.8-0 Mtax Holz 2=-149(LC 8) Mix Uplift 2=-803(LC 10), 7=-803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 5484/3370, 3-4=-5116/3126, 4-5— 2229/1544, 5-6=-2448/1599, 6-7=-3169/1993 BOT CHORD 2-11=-3071/5219, 10.11= 1590/2874, 9-10= 1738/2968, 7-9=-1738/2968 WEBS 3-11=419/443, 4-11=-1466/2647, 4-10— 812/448, 5-10= 205/487, 6-10— 785/575, 6-9=0/272 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7110; Vult=165mph (3-second gust) Vasd=128mph; TCDL=42psl; BCDL=3.Opsf; h=1411; B=52fh L=34fh eave=6ft Cat. II; Exp C; Encl., GCpl=o.l8; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interfor(1) 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 psi bottom chord live load nonconcurrenl 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 jointI(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building desigrnershould 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 Qt=lb) 2=803, 7=803.I Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33010 Date: February 21,2018 ® WARNING- Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid fo� use only with Milek0 connectors. this design is based only upon parameters shown, and Is for an Individual building componenl, not a trim system. Before rue, the building designer must verity the applicabiiily of design parameters and properly Incorporate this ciesign Into the overall building desfgn'. Bracing indicated is to prevent buckling of Individual truss web and/or chord rnembers only. Addiflonal temporary and frinonent broulm MiTek Is always required for stablilly and to prevent collapse wAih possible personal krjwy and property damage. For general guidance regarding the fabilcallon- storage, delivery, erection and bracing of trusses and truss systems. seeANSM11 GuafByCNerla, OSO-89 and SCSI BufldIng Component 6904 Parke East Blvd. Safely fnforma.0inovollable from muss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton III with porch T13302394 M11323 A8 SPECIAL 1 1 �62'Grand Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL ts.7su s aep ro 26 i i rva i ur, uruuaures, mc. vveu r-au c r r". i v.� av o rayw I D: W SJgpGwalPpeur6hk9UjG5yuFUL-b36pQTKzAABCTvncVb48k29LBTZgUMw5SfGFAiziuKG 1.0•q 8.8.4 , 12.0.0 15.8.4 20.4.8 22.0.0 24.',12 34.0.0 35.0•Q 7~0 0' 8.8.4 3 3 12 �3.8.4 4-8.4 1-7-8 2-8.12 9.3.4 1.0.0 5x6 = — u Scale =1:60.6 0 u' fo LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ven(LL) 0.65 '12-13 >624 360 MT20 244/190 TCDL .7.0 Lumber DOL 1,25 BC 0,91) Vert(CT) -1.08 12-13 >379 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10^0 Code FBC2017ITP12014 Matrix -MS A4^T' Weight: 154 lb FT = 0°l LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb l/size) 2=1312/0-8-0, 9=1312/0-B-0 Max Harz 2— 129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) - I ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5488/3444, 3-4=-5117/3183, 4-5= 3911/2497, 5-6=-2576/1770, 6-7=-2586/1779, 7-8=-2663/1762, B-9=-3021/1971 BOT CHORD 2-13— 3143/5224, 12-13=-1956/3292, 11-12= 1369/2481, 9-11— 1705/2827 WEBS 3-13=-396/420, 4-13=-1028/1721, 5-13=-300/797, 5-12=-894/601, 6-12= 265/263, 7-12=-294/391, 7-11=-374/691, 8-11=-535/502 NOTES- 1) Unbalanced ro f live loads have been considered for this design. 2) Wind: ASCE 7-1 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=52ft; L=34f1; eave=6ft; Cat. 11; Exp C; Encl.,, GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MW FRS 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 hasp 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 joints) 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 Qt=lb) 2=803, 9=803. , Thomas A. Alban! PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - VeIdily design parameters and READ NOTES ON MIS AND INCLUDED M/TEK REFERANCE PAQEMN-7473 rev, 1010312015 BEFORE USE Design valid for use only with MIIek* conneclots. 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 parameters and property incorporate this design Info the overall bWlding design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeV prevent IS always required for stability and to prevent collapse with possmie personal Inituy and property damage. For general guidance regarding the fabrication. storage, delivery erection and bracing of trusses and truss systems, seeANSWPII Qua1ByCrlledd, DSB-89 and SCSI BuOdng Component 6904 Parke East Blvd. Safety lnformal{onavalfable from Truss Plate Institute. 218 N. Lee Street. suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Granci Carlton III with porch T133D2395 M11323 A9 HIP 1 1 Job Reference (o tional ,..1 C..M n� �.1.i,1.00 onto Dnnn 1 uriamuer5 im5b, mr:., ^ _ rVrl IL 04 = 3x4 = 4.00 F12 4 24 525 2x3 3 23 22 15 14 36 = 3xB = 3x6 = LOADING (psi) TOLL 20.0 TCDL 7.0 BOLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (Ib) - TOP CHORD BOT CHORD WEBS NOTES- 1) Unbalanced to 2) Wind: ASCE 7 II; Exp C; Encl. 10-0-0, Interior Lumber DOL 3) Provide adequ 4) This truss has 5) ' This truss ha: will fit between 6) Provide meche 2=430, 9=249, ID _etCicxC3ixVV?huls?ypJyuFUK-3FgBdpKbwTG353Mi 2x3 11 48 = 26 6 27 7 2x3 i 28 0 ; 1 8 13 12 'It 6x8 = 3x6 _ 3x4 = Scale = 1:58.6 r m 29 10 t2 � � 0 3x5 -- 12:0-0-14 Ed4el 17:0-5.4,0-2-01,[9:0-3-14,0.1.8] SPACING- 2-0.0 CS1. DEFL. in (loc) Well Ud PLATES GRIP Plate Grip DOL 1.25 TO 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 2441190 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.38 11-21 >432 240 Rep Stress Incr YES WB 0.89 Horz(OT) 0.02 13 rda n/a Code FBC2017/TP12014 Matrix -MS Weight: 156 lb FT = 0% BRACING- SP M 30 TOP CHORD Structural wood sheathing directly applied or 5.11-9 oc puffins. SIP M 30 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. SP No.3 size) 2=663/0-B-0, 9=346/0.8.0, 13=1616/0.8-0 x Horz 2=109(LC 9) x Uplift 2=-430(LC 10), 9=-249(LC 10), 13=-928(LC 10) x Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3=-1275/1025, 3-4= 913/708, 4-5= 829/705, 5-6_ 565/807, 6-7— 565/807, 8=-104/278, 8-9=-341/235 15=-836/1187, 13-15=34/309, 11-13=-256/348, 9-11=-124/304 15= 425/501, 5-15=-444/665, 5-13=-1215/1079, 6-13=-264/300, 7-11=-255/396, 11_ 461/521, 7-13= 837/703 live loads have been considered for this design. 0; Vult=165mph (3-second gust) Vasd=128mpi1; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=341t; eave=6ft; Cat. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Extertor(2) 5-2-5 to ) 14-9-11 to 19-2-5, Exterior(2) 24-0-0 to 35-0-0 zone;C-C for members and forces & MW FRS for reactions shown-, 60 plate grip DOL=1.60 e drainage to prevent water ponding. aen designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 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 ie bottom chord and any other members. ical connection (by others) of truss to bearing plate capable of withstanding 100 lb Uplift at Joint(s) except (t=lb) Thomas A. Alban! PE No.39388 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL33810 Date: February 21,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND WCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for 1} se only with Mllekrn) connectors. This design is based only upon parameters shown. and Is for an Individual building component- not incorporate this design Into the overall a truss syslem. ttcfore building design.I use, the building designer must verify the apf>licabiiity of design parameters and properly Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required fabdeafion. sfor6ge, for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANSUIPII CaalBy MGM, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Satmtvintomratforravailable from Truss Plate institute. 218 N. Lee Street. suite 312, Alexandria. VA 22314. Tampa, FL 33610 Fob � Truss Truss Type City Ply 62' Grand Carlton III wish porch T13302396 323 GRA HIP 1 1 Job Reference (optional) -- Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sop 15 2017 Mi-fekn us rips, Inc. Wed Feb ID:_e1C1 cxC3ixVV?I1uls?ypJyuFUK-XSEZg9LDhnOwiDx?c06cpTEfaGKGyBpOvzlMFbziuKE 1.0• B-0.0 11.1.1 17.0.0 18.6.0 22.2.2 26-0.0 34-0.0 5.0- 1.0• 8-0.0 3.1-1 5-10-15 1.6-0 3•B-2 3-9.14 8.0.0 D•0 OP CHORD MUST BE BRACED BY END JACKS, Scale=1:60.6 OOF DIAPHRAGM, OR PROPERLY CONNECTED URLINS AS SPECIFIED. 44 = 11 14 9 7x10 i 17 6x10 4.00 12 4 3x6 — 19 3 ! 13 i 5x f 21 10 10 Zi:1 22 rn 'n.I 2 /� 23 ° rb 0 6 29 28 27 26 25 24 3x6 11 3x6 = 6x8 = 3x6 6x8 = 4x4 = 3x5 — — 6x8 = 8-0-0 '11-1-1 18-6.0 _ , _ 26_0-0 34.0.0 , r3-1-1 — �� 8•0-0 7-4-15 7-6-0 8-0.0 Plate Offsets X Y •- 2:0-2-2Ec1e , 3:0-3-8 Ec1 a 21:0-3-8 Edge), i24:0-3-B 0-3-Oji127:0-3.8,0-3.01 DEFL. in (loc) I/dell Ud PLATES GRIP LOADING (psi) SPACING- 2.0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ven(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Verl(CT) -0.24 29-32 >552 240 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 194 lb FT = 0% LUMBER- Y - BRACING- TOP CHORD 2xA SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 or; puffins. BOT CHORD 2xA SP M 30 Except: WEBS 2xA SP No.3 1 Row at midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at JI(s): 7, 8, 19, 17. 14 REACTIONS. 11 bearings 0-8-0. (lb) - Mix Harz 2= 179(LC 6) Max Uplift All uplift too lb or less at joint(s) except 2= 351(LC 8), 27— 1168(LC 8), 26=-1495(LC 8), 22= 625(LC 8) Mix Grav All reactions 250 lb or less at joint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 21r3_ 621/387, 3-5=-304/838, 5-7=-5BB/1209, 7-8=-588/1209, 8-12= 588/1209, 12-13— 588/1209, 13-15— 588/1209, 15-16_ 588/1209, 16-18=-586/1209, 13-20=-2230/1280, 20-21=-2230/1280, 21-22=-2271/1263, 6-9=-126/305, 9-11— 106/363, 1-14=-193/412, 14-17= 94/271, 19-21= 143/272 BOT CHORD 2-29=-247/677, 27-29=-189/540, 26-27=-779/446, 24-26=-411/653, 22-24_ 1083/2108 WEBS 3.29= 500/1176, 3-27=-1766/911, 5-27=-748/622; 5-26_ 546/351, 13-26=-946/617, 13-26=-2412/1474, 18-24= 846/1780, 21-24=-35/351, 4-5=-608/514, 19-20— 335/305, 144-15=-556/407, 11-12=-254/54 NOTES- 1) Unbalanced roofi live loads have been considered for this design. 2) Wind: ASCE 7-j0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst,, BCDL=3.Opsf; h=14ft; 13=52ft; L=341t; eave=61t; Cat. II; Exp C; Encl., IGCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequa a drainage to prevent water ponding. 4) All plates are 2>�3 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 Ibeen 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) Provide mechar{ical connection (by others) of truss to bearing plate capable of withstanding 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 hi end with 8-0-0 end setback. 9) Graphical r in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or o her 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 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CPSE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING- VeHfy design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGEMff-7473 rev. 10103,2015 BEFORE USE. Destgn valid for use only with MfTeka connectors. fiis design is based only upon parameters shown, and is for an individual building component not a truss system. Brlfore building design. use, the building designer nntst verify the applicability of design parareters and property Incorporate this design Into the overall (Bracing indicated Isla prevent buckling of individual truss and/or chord members only. Additional temporary and permanent bracing MOW Is always require l for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stor delivery, erection and bracing of busses and truss systems, see-AALWMIr ®ualfyCt9oda, DSB-89 and 8CS18utld/ny Component 6904 Parke East BNd. age, Sofatvintolma8onavailabie from hiss Plate Institute, 218 N. Lee Slreei. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type oty Ply 62' Grand Carlton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference (optional) .an.cn onto oo Chambers Truss, Inc., Fort Pierce, FL o. I oU 5 oup ! U cv! 11— „— , . , _ . _,_ _ ID:_etC1 cxC3ixVV?Iiuls?ypJyuFUK-XSEZy9LDhnOwiDx?c06cpTEfaGKGyBpOvzlMFbziuKE LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( If) Vert:1-1-=-54,21-23=-54,29-30=-20,24-29=-47(F— 27),24.33=-20,3.11=-126(F= 72),11-21_ 126(F=-72) Concentrated Loads (lb) Vert: 29'=-641(F) 24= 641(F) — I WARNING - Vadry design parameters and READ NOTES ON Th7S AND INCLUDED MITEK REFERANCE PAGEMX7473 rev. 10/MM015 BEFORE USE -- Design valid forj use only with KIM) connectors. This design Is based oily upon parameters shown, and Is for an Individual building component not �� a truss system. Before use. the building designer must verify The applicabflliy of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW is always required lot stabllity and to prevent collapse wllh possible petsonal lnItay and property damage. For general guidance regarding Hie fabrlcallon. storage, delivery, erection and bracing of trusses and truss systems, seeANSYMI t QuaBly Crlforra, DSO-89 and BCS1 BuBdIng Component 6904 Parke East Blvd. Safetyfntorma,ftnovallabte from Truss Piale Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job b--- - Truss Truss Type Oly Carlton III with porch T13302397 M11323 GRB HIP 1 JPly 1 �62'Grand Job Reference (optional) GnamDefS I russ, Inc., Ion t-ierce, rL 5x8 MT1BHS = BG4raWBLWytrFUJ-TgMKFrNTDOedyW4NkR84uuKtw4 ?06XhNGETJTziuKC 4x10 = 5x8 M"f 18HS = Scale = 1:58.6 1S is 4xG - 3x6 11 5xG = 6x 12 = 6x'12 = Sx6 — 3x6 11 4x6 — 13.8-0 34-0-0 LOADING (psf) SPACING- 2-0-0 CS). DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Verl(LL) 0.22 16-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) .0.30 16-19 >820 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 153 Ib FT = 0% LUMBER- _ —---�—�--� BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5.3-14 oc bracing. WEBS 2x4 SP No.3 -Except- WEBS 1 Row at micipt 3-14, 8-13, 6-13 4-14,7-'13: 2x6 SP No.2 REACTIONS. (1 /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(LC 8), 13=-2590(LC 8), 9— 345(LC 8) MI ax Grav 2=1451(LC 13). 13=4743(LC 15), 9=528(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3625/1950, 3-4=-2080/1236, 4-6_ 2080/1236, 6-7=-1296/2569, 7-8=-1296/2589, 13-9= 751/370 BOT CHORD 2-16— 1729/3460, 14-16= 1753/3525, 11-13= 262/733, 9-11=-241/668 WEBS y3 16=-435/1209, 3-14= 1552/774, 4-14=-837/691, 7-13— 878l713, B-13— 3635/1919, 8-11— 432/1204, 6-14= 145312814, 6-13_ 3198/1807 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=14fh B=521h L=34fh eave=6fh Cat. 11; Exp C; Encl.I GCpi=0.18; MW FRS (directional); 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between Ithe 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 Ito uplift at joint 13 and 345 lb uplift at joint 9. 8) Girder carries 61p end with 8-0-0 end setback. 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 96� lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility o others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Thomas A. Alban! PE No.39380 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc, FL Cert6634 Uniform Loadsl (plf) 8904 Parke East Blvd. Tampa FL 33610 Vert: 1� 3=-54, 3-8=-131(F= 77), 8-10— 54, 16-17=-20, 11-16= 49(F= 29), 11-20=-20 Date: February 21,2018 ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6 connectors. This design is based only upon parameters shown, and Is for an Individual balding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building designs Bracing Indicated is to prevent buckling of Individual truss web and/or chord members ody. Additfonal temporary and permanent bracing MiTek Is always required for stablilty, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the slopage, delivery, erection and bracing of trusses and truss systems. seeANSYMII Aaaf9yCr eft DSB-89 and SCSI Building Component 6904 Parke East Blvd.fabrication, Safety lnlormallonavallabie from truss Plate Insillute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302397 1, M11323 GRB HIP 1 1 Job Releronce o tional c.... c nn�o r,eiT.,L rn.h,crricc Inr Wart Fah 91 1490*01 201A Paae 2 Chambers Iuss, Inc., ron Merce, rl_ LOAD CASE(S) S andard Concentrated Lo�ds (Ib) Vert: 16=-641(F) 11— 641(F) ID:SrRaEyyrg04M78G4raWBLWyuFUJ-TgMKFrNTDOedyW4NkR84ttuK1w4 4Q6XhNGETJTziuKC ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 101031201 5 BEFORE USE Design valid for use only wilh Mllek'O connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the !wilding designer must verity, the applicability of design ry-irarneteis 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 reciulred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sfo age, delivery, erection and bracing of trusses and truss systems, seeANS&WII Qua/ByCrBe1M, DSB-89 and SCSI Building Component 6904 Parke East Blvd.Safety intolmanonavallable from'Iruss Plale institute, 218 N. Lee Street, Sulte 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply 62' Grand Carlton III with porch T13302398 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL u0su s Sup 16 zu i r rvu r en muusu rub, uru. vvru r-au c 1 14-vsv r ai au. ID:x19zSlzTbJCDIIrGPH1 QukyuFUI-TgMKFrNTDOedyW4NkR84uuKBb47aQK111NGETJTziuKC .1.0.0 2-0.0 1-0.0 2-0-0 1 1 3x4 = LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (Ion) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 TCDL 7.0 I 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 n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 214 SP No.3 BOT CHORD 2z4 SP No.3 i REACTIONS. (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical *x Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4=-3(LC 7) I ax Grav 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. Scale =1:7.8 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0.0 on purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 on bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=52ft; L=34ft; eave=6ft Cat. II; Exp C; EncL, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst 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 girders) for truss to truss connections. 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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Ced 6634 6504 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Verny design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1.7473 rev. 10r032015 BEFORE USE Design valid lot use only with MllekrTD 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 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 MOW prevent Is always required for stability and to prevent collapse with possible personal inirny and properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANS&Wil QualityCdfeda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Soletvintonntifloncivallabte from Taus Ptale Institute, 218 N. Lee Sheaf, Suite 312. Alexandra. VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302399 M11323 J4 MONO TRUSS B 1 Job Reference motional ..:•r„i, r.. .. i..,, rnr..a c..r. o� �n•on•no on�a Pann 1 Chambers Truss, Inc., Fort Pierce, FL O. 1QU 5 JrP 10 av 1 1 �.a „ •• I — I • _- •-- • - . _ _ . ID:PDYLfd_5MdK4MSQTz?Z1RxyuFUH-y1 wMTBN5_imUZgfal8fJR6sl_UP79nvgbwzOswziuKB 1 0 0 4.0.0 1.0.0 A•0-0 Scale = 1:11.1 3x4 = 4-0-0 --- LOADING (psf) TCLL 20.0 SPACING- Plate Grip DOL 2-0-0 1.25 CSI. TC 0.39 DEFL. in Verl(LL) 0.02 — - (loc) I/dell Ud 4-7 >999 360 --- --- PLATES GRIP MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 14lb FT=0% LUMBER- BRACING - TOP CHORD 21 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0.0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 10.0-0 oc bracing. REACTIONS. (iti/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Horz 2=104(LC 10) Max Uplift 3 ..-80(LC 10), 2=-161(LC 10), 4= 7(LC 10) M�x Grav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (lb)- ax. comp./max.-ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165inph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsi; h=14ft; B=52ft; L=341t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exierior(2) zone;C-C for members and forces & MW FRS 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 chord in all areas where a rectangle-6-0 3 tall by 2-0-0 wide will tit between lithe bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of 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. 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 MITEK REFERANCE PAGE MU-7473 rev. 10/012015 BEFORE USE Mllekb Us design is based only upon parameters shown, and Is for an Individual bolding component, not Design valid tot use only with connectors. a Inrss system. Before use. the building designer must verify the appiicabflily of design parameters and properly Incorporate this design into the overall building design'. Bracing Indicated Is to prevent buckling of individual truss web curd/or chord members only. Additional temporary and permanent bracing NiiTek' Is always required for staL-liily and to prevent collapse Win possMe personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of busses and IRMS systems. seeANSYWIF CuafffyCdeft DSB-89 and 8CS1 BuBdfng Component 6904 Parke East Blvd. Safafv lnformaHort avoilaMe from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch T13302400 M11323 I J6 MONO TRUSS 8 1 Job Reference (optional) cnamoars r Russ, mc., rorr Merce, rL -1.0-0 A LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER- TOPCHORD BOT CHORD REACTIONS. FORCES. (lb) 8 3x4 = SPACING- 2-0-0 CST. Plate Grip DOL 1.25 TC 0.36 Lumber DOL 1.25 BC 0.83 Rep Stress Incr YES WB 0.00 Code FBC2017/TP12014 Matrix -MP DEFL. in (Ioc) I/dell Ud PLATES GRIP Vert(LL) 0.11 4-7 >629 360 MT20 244/190 Vertid) -0.12 4-7 >617 240 Horz(CT) -0.00 3 n/a n/a BRACING- SP M 30 TOP CHORD SP No.3 BOT CHORD ;ize) 3=145/Mechanical, 2=279/0.8-0, 4=71/Mechanical c Horz 2=142(LC 10) c Uplift 3=-131(LC 10), 2=-194(LC 10), 4=-B(LC 10) (Grav 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) ix. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:14.6 Weight: 20 lb FT = 09e Structural wood sheathing directly applied or 6-0-0 or; purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7'r 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52f1; L=341t; eave=6fl; Cat. II; Exp C; Encl!, 136pi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS 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 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 131 lb uplift at joint 3, 194 Ib uplift at joint 2 and 8 Iti uplift at joint 4. N 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 parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design volld fox use only with Mllek@) connectors. this design is based only upon parameters shown, and is for an individual building component, not �' a Truss systern. Pefore 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 chord members only. Additional temporaryand pormanent bracing MOW is always requl�ed for stability and to prevent collapse with possible persanal InJury and property drnncgo. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems. seeANS&V11 QuaiHyCrBerfa, DSB-E9 and SCSI augdlgg Component SafefvinformhHonavailabie from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22,114. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type I Oty Ply Carlton III with porchT13302401M11323 J8 MONO TRUSS 20 1b E'Grand Reference optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 S Sep lb 2017 MI I eK Industries, Inc. Wed Feb 21 14:zu:u4 2u12f rage i I D:tP6jtzj7xSx_c_fXi4uz9yuFUG-uP1 SutPMWJOCp_pyPZinW XybuFl5UdhP73ES7woziuK9 111- 8.0.0 -- 1-0.0 T 8.0-0 Q-1. — 1.17 A LOADING (psf) SPACING- 2.0.0 CS1. DEFL. in (loc) Vclefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Malrix-MP Weight: 26lb FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 REACTIONS. FORCES. (lb) NOTES- 1) Wind: ASCE i II; Exp C-, Encl to 7-11-8 zone 2) This truss has 3) ` This truss ha will fit betweer 4) Refer to girder 5) Provide meth+ joint 2 and 15 ze) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mecl)atlical Horz 2=180(LC 10) Uplift 3=-175(LC 10), 2— 228(LC 10), 4=-15(LC 10) Grav 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL.=3.0psf; h=14fh B=52ft; L=34f1; eave=6ft; Cat. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Deen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 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 the bottom chord and any other members. s) for truss to truss connections. nical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 3, 228 lb uplift at uplift at joint 4. Thomas A. Alberti PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGEMH--7473 rev. 10/=015 BEFORE USE Design valid for use only wnh MlrekiD connectors. Tttis design is based only upon paraneters shown, and is for an Individual building component, not a truss syslem..Before use, the building designer must verify the applicability of design porarnelers and property incorporate fhb design Into the overall io temporary tracing building deslgL Bracing Indicated is prevent buckling of Individual truss web and/or chord members only. Additional and permanent Is always requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 11�iTeW fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&7P11 QUa19yCr9oda, DSB-89 and BCSI SulaftapComponent 6904 Parke East Blvd, Safety lnformalAxinva➢abte from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandrla. VA 22314. Tampa, FL 33610 S Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch T13302402 M11323 KJB MONO TRUSS 4 1 Job Reference (optional) Iunamners truss, inc., t-on rrerce, r -r- LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER- TOPCHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) - TOPCHORD BOT CHORD WEBS 2 3x4 = I D:Lcg54J? LuEancmZr40b7 W MyuFU F-Mcbr5COJ-Id830809zHD02kUrohRsM1 VGHuCgSEziuKB 11-3.0 2.63 F12 3x4 3 7 2x3 11 I .3.0 Scale = 1:20.3 4 Q 6 5 3x4 = SPACING- 2.0.0 CSi. I DEFT in (tor:) Well Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.29 Verl(LL) 0.07 7-10 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.30 Verl(CT) -0.12 7-10 >999 240 Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 n/a n/a Code FBC2017ITP12014 Matrix-MS �_ Weight: 44 lb FT = 0% BRACING- SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. SP M 30 BOT CHORD Rigid ceiling directly applied or 8.9.6 oc bracing. SP No.3 size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical x Horz 2=244(1-13 8) x Uplift 4=-205(LC 8), 2=-305(LC 8), 6_ 286(LC 8) x Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) ax. Comp./Max Ten. - All forces 250 (lb) or less except when shown. 3=-1151/523 7=-687/1126, 6-7=-6B7/1126 7=0/330, 3-6— 1236[755 NOTES- 1) Wind: ASCE 7.10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=521t; L=34ft; eave=6ft; Cat. II; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will tit 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 205 lb uplift at joint 4, 305lb uplift at joint 2 and 286IIb uplift at joint 6. 6) In the LOAD Ci SE(S) section, loads applied to the face of the truss are noted as froth (F) or back (B). LOAD CASE($) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate increase=1.25 Uniform Loads,(plf) Vert: 11 2=-54 Trapezoidal Loads (pif) Vert: 2=0(F=27, B=27)-t0-4=-152(F=-49, B=-49), 8=0(F=10, B=10)-to-5=-56(F=-18, B=-18) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGE MI1-7473 rev. 1e/03/2015 BEFORE USE Design valid fort use only wllh MllekO connectors. This design Is based only upon parameters shown, and Is for an individual building component not �r q` a truss system. Before rise, the building designer roust verify the appllcabaity of deslgn parameters and properly incorporate this design Info the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent 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, seeANSMII QualityCfftffq DSB-89 and BCSI Bu9d/ng Component 6904 Parke East Blvd. Sa/8NIn/ormaBo/mvalloble from Truss Plate Institute, 218 N. Lee Street- Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 314 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. - -1- For 4 x 2 orientation, locate plates 0-1hd' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in MiTek20120 software or upon request. PLATE SJZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output, Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 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® All Rights Reserved 0 M!Tek 0 MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1, Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces'themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4, Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1, 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, see, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14, Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. and pictures) before use. Is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.