Loading...
HomeMy WebLinkAboutTRUSS PAPPERWORKMfl323 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 g�pNNED Lot/Block: Model: M11323 BY Address: N/A Subdivision: St. LUoie COUIIty City: PORTST:LUCIE State: FL General Truss Engineering Criteria & Design, Loads (Individual Trussl3esign. Drawings Show Special ... Loading Conditions): Design'Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind•Code: ASCE 7-10 - Wind Speed:. 165 mph Roof Load: 37.0 psf Floor L6ad:_ 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 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# .Trd§s Name Date - - 1 T16686477 a A1312019 2 T16686478 a5 4/3/2019 3 T16686479 a6 4/3/2019 4: T16686480 a7 4/3/2019 - 5 T16686481 a8' - 4/3/2019- .6 T16686482 a9 4/3/2019 REV E EFOR '9 T16686483 gra 4/3/2019 pq® 8 T16686484 grb 4/3/2019 CODE Orvyel�/�� 9 T16686486 j2 4/3/2019 ST. L 9Jq CQUNTY. 10 TI6686486 - j4 4/3/2019 LY�i clCC.'Liily,Permittmg 11 T16686487 j6 4/3/2019 d�OCC - 12 T16686488 j8 4/3/2019 13 T16686489 kj8 4/3/2019 - a t�PY -The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss: Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT4I0TE: 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 wRh ANSIfTPI 1. These designsare based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to- MiTek. Any project specific information included is for MiTek - customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not Independently verified the applicability of the design parameters or the designs for any particular building. Before use; the building designer should verify applicability of design parameters and piopedy incorporate these designs Into the overall building dgsign.per ANSI/rPI 1, Chapter 2. - No 22839 STATE OF _:�� 1- �i�F • : O R 1 �:• �� ��`� Walter P. Ern PE No.2M9 - MiTek USA. Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 April 03,. 2019 1oft Finn,' Walter Jab Truss Truss Type City23 ' ` T16686477 M11323 A COMMON eference o bons Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries. Inc. Wed Aor 310:14:09 2019 4.00 F12 US = 27 Scale a 1:57.8 N_ 1T� d 17 15 -- -' 14 '- - 12 3x6 = 2X3 46 = 3x8 = - 3x8 = ` 4x6'— - 2x3 II 3x6 = fi-7-13 12.4:13 21-7-3 27-4-3 34'o 2 - 6-7-13 I 5-g-b 8-2-7 b-9-0 6.7-13 Plate Offsets (X Y)-- T2:0-0-2 Edgel T10:0-0-2 Edge] .LOADING (psQ SPACING- 2-0-0 CSI. DEFL, in (too) Wall Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC : 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber COL 1.25- BC 0.58 Vert(CT) -0.6114-15 >670 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 .Code FBC20177TPI2014 Matrix -MS Weight: 163 lb FT=O% LUMBER- TOPCHORD 2x4SPM30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS: (Ilasize) 2=1362/0-8-0, 10=136210-8-0 Max Holz 2— 179(LC 8) - Mak Uplift 2=-832(LC 10), 10=-832(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. FORCES. (Ib) - Max. Comp./Max, Ten. -All forces 250 (Ib) 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=-013/362, 9-14=-689/499, 6-15=-635/983, 5-15=-313/362, 3-15=-689/499 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsC h=14ft;'8=52ft; L=34ft; save=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 20-4-13, Intedor(1) 20-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-" zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This trusshas been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=832, 10=832. ' 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 501b 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/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section,. loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-54, 6-11= 54, 18-21=20. - Concentrated Loads (lb) Vert: 26=-50(F) 27=-50(F) Walter P. Finn PE No32839 MTek USA, Inc. FL Cert6634 ON Parke East Blvd. Tampa FL 33610 Date: April 3,2019 QWARNWG- pedtydeslgnperarartemsodREADNOMS ON MMMDMCLUDWMI KREFERANCEPAGEM 74MMK 1g'0.sV2V15aEFORE USE �■' Design void for use only with MTekG connectors. This design a based only upon parameters shown, and Is for on Individual building component, not ■` a truss system. Before use, the building designer must verity me appliccblllty of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated L 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 passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSVR11 Quality Criteria, 10,93-09 and 1101 totaling Component 6904 Parke East Blvd - that Inlprmatbtwolloble from Truss Plate tnsliMe, 218 N. Lae Sfieet Sulte312, Alexandria, VA 72314. Tampa, FL 33610 Job Truss Truss Type City • 77�: T76686478AS �JbReference SPECIAL , a0 unamoem I runs, Inc., ron elef6e, I-L 6.z4u a Uea b zul a Nu l ex indusl0es, Inc. Wed Apt 310:14:10 2019 Page 1 5x8svi II 4.00 r12 re 6 Stale=1:59.8 13 12 5x12 = 2x3 II 3x6 = 3xl2 = 2.00 12. c0-64 20-4-B ALoa 34-0-0 1 1n1: d Plate Offsets (X,Y)-- 12:0-1-15,Edae1. 14:0-3-0,Edge1 110:0-0-6 Edgel LOADING (pso SPACING- 2=0.0 CSI. DEFL. in (lot) I/defl Ud PLATES GRIP TCLL 20.0 Plate Gnp 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 VerICT) -1.1813-14 >344 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.60 Horz(CT) 0.36 10 Na n/a BCDL 10.0 .Code FBC2017/TPI2014 Matrix -MS Weight: 155 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except' WEBS 6-14:2x4 SP.M 30 OTHERS 2x4 SPNo.3 REACTIONS. (l ize) 2=1312/0-8-0, 10=1317JO-8-0 m Max Horz 2= 179(LC 8) Max Uplift 2=-803(LC 10). 10=803(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) 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 BOTCHORD 2-14=-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=01269 Structural wood sheathing directly applied or 1-7-8 oo puffins. Rigid ceiling directly applied or 3-9-12 oc bracing. 1 Row at midpt 6-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf, h=141t; B=52ft; L=34N; eave=6tt; Cat.. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -1-0-0 to 2-4-13, Interior(l) 2-4-13 to 13-7-3, Exterior(2) 13-7.3 to 20-6-4, Interior(1) 20-6-4 to 31-7-3, Extedar(2) 31-7-3 to 35-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber D0L=1A0 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonooncument with any othe((ive loads: 5) • This truss has been designed fora 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. 44- 6) Bearing at jolnt(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity- of Bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except (it=lb) 2=803, 10=803. Walter P. Finn PE No.22839 NTek USA, Inc. FL Cad 6634- 6904 Parke East Blvd. Tampa FL 33610 Dater April 3,2019 Q WARNWG- Pertly Cesfm1svamefva.dREAD NOTES ON TN/S ANDWCLUDED MfFEKNEFERMCEPAGE M674".re . IM20156EFORE USE Design valid for use only with MneksD connectors. IDB design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into rho overall building design Bracing Indicated lsto preventbuckling oflndNldual trussweb and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal In1ury and properly damage. For general guidance regarding the, tabricaflon, storage: delivery, erection and brocing of nurses and buss systems. seeANSVIPiI Cualppyy Cr9edo, DSR-89 antl SCSI Bulb Component klfelmaffargvalable from Teas Rate Institute. 218 N. We Street Suite 312. Alexondria, VA 22314. ��• Welk' 6904 Parke East Blvd.Safety Tampa. FL 33610 Job Truss Truss Type Ply M11323' T76686479M11323 Afi SPECIAL r 1 Job Reference(optional cnambers I russ, no., Fan tierce, FL 11241.) s uec Is 2U16 MI I ex Industries, Inc. Wee Apr 310:14:11 2019 Page 1 a d 3x12 = 2.00 12 6x10 MT1 OHS = 4.00 72 5z6 = 5 6 14 5x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 VerI LL) 0.69 14 >590 360 TCDL 7.0 Lumber DOL 1.25 BIG '0.93 Vert(CT) -0.9214-17 >443 240 BCLL 0.0 Rep Stress lncr YES WE 0.86 Horz(CT) 0.34 9 n/a Na BCDL 10.0 .Code FBC2017/TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -Except- TOP CHORD 3-5,6-7:2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=131210-8-0 Max Harz 2=-169(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 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@799, 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=e893/660, 8-11=0/303 Scale c 1:61 a 0 w Ira 0 3.6 = PLATES GRIP MT20 244/190 MT18HS 2441190 .1- Weight: 157 lb FT=0 Structural wood sheathing directly applied or2-2-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. 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.OpsC h=140; 8=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 3570-0 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 pending. -, 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2=0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=1b) 2=803, 9=803. Walter P. Finn PE No.22839. MTek USA, Iric. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: it April 3,2019 Q WARNING -Verilydeelgn Xiametersand READNOTES ON MIS AND INCLUOEDMREKREFERANCEPAGEAUP74nmv. iG'0.i2015BEFORE USE Dedgn valid for use only with Mfla& connectors. iris design Isbased only upon parameters shown. and Is for an Individual building component not ��- a truss system. Before use, the building designer must verify me applicability, of design parameters and properly Incorporate this design Into the overall • bulldingdeslgn,BrocinglndlcatedistopreventducklingofIndividualhussweband/or chord members only. Addltloncltemporary and permanent bracing MOW always required for stob1hy, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fobricafion storage. delivery, erection and bracing of trusses and hum systems seeANSVIPiI Gualtltlyy Cmab: OSM49 and BCSI BUldhg Component Safety Inlamlolbmv0aable Imxtute, 218 N. Lee Sheet, Suite 312. Aiexantlrlo. 69U Parke East Blvd. Tampa, FL 33610 from Truss Plate VA 22314. Job Truss Truss Type Oty Ply M71323 ' T166864BO M11323 A7 SPECIAL 1 1 Job Reference joptionaft Chambers I ruse, Inc., ton Fierce, FL e.Lqu a use o Lul a mn eH mausines, me. wso Apr a1u:14:1z zule Scale = 1:60.8 5x8 = 4 Sx6 = 5 Sx12 = yp II 36 = 3x12 = 2.00 12 - LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP ' TCLL - 20.0 Plate Grip DOL 1.25 TIC 0.63 Ver(LL) 0.66 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Ven(CT)-1.1010-11 >369 240 MT18HS BCLL 0.0 ' Rep Stress Incr YES WB '0.95 Horz(CT) 0.34 7 n/a rile r244/190 BCDL 10.0 .Code FBC2017/TP12014 Matrix -MS - Weight: 1471b- FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purfjns. 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. (lb/size) 2=131210-8-0.7=1312/0-8-0 Max Hoa 2=-149(LC 8) _ Max Uplift 2=-803(LC 10), 7= 803(LC 10) .FORCES. (Ib) - Max. CompJMax. 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=71590/2874, 9d0=-173B,2g68,7-9= 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 A - NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASGE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14N; B=52ft; L=34ft; eave=6ff Cat. . - II; Exp C; Encl., GCpl-0.18; MW FRS (dfrectional) and C-C Extedor(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 8 MYJFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water poling. ing. '4) All plates are MT20 plates unless otherwise Indicated. 5) This tmss.has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 1 OD lb uplift at joint(s) except Qt=lb) 2=803, 7=803. - 0,W Walter P. Finn PE No.22839 MTekUSA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING- Verity design paiimeters and READ NOTES ON THIS AND WCLUDED MIrEKREFERANCEPAGEaM-7 rise reT.'U2015BEFOREUSE. Design valid for use only with Mgek® connectors. The design Is based only upon parameters shown, and Is for an Individual budding component, not a truss system. Before use, the building designer must verify Me applicability of all parameters and properly Incorporate this design Into the overall • building design. Bracing Indicated Is to bucklingofIndividual trues weleand/or chord members any. Additional temporary and permanent bracing M!Tek' prevent Is always real for stability and to prevent collapse witn possible personal injury and property damage. For general guidance regarding the fobrico Lon storage: delivery, erection and bracing of trusses and truss systems, seeANSVTPII puotryryyy CMnh. Dell and SCSI Suld6Tg Componeent 6904 Parka East BNtl. Safety InformalbrWoiloble from Trust Plate InstiMe. 218 N. Lea Street, Sulto 312, Aloeonddo. VA 22314. Tampa, FL 33610 Truss Truss Type aty ply M11323 7320bl T16686481 3 AB' SPECIAL 1 1 ' Job Reference o tional Unamoers 1 russ, ini ran Inerc9, rL 1 p.L4u s uec o eu1 d MI I ex maustnes, IDc. W ea ADr 3 1U:14:13 2U19 Panel Scale =1:60.6 axis — 3x4 2x3 11 5x8 = = 4.00 F12 4 21 5 6 22 7 n.a 12 11. . sins? 3z4 = 4z5 = 3x12.- 2.00 12 .. _ ' 10.6-0 20-4-8 ' 22-0-0 34.0-0 10.6-4 - - 9-10-4 1-7-8 12-0-0 Plate Offsets (X Y)— 12:0-1-15 Edgel 17:0-5-8 0-2-81 - - 'LOADING (pi SPACING- 2-0-0 "CSh DEFL. in (loc) Well IJd PLATES GRIP TCLL 20.0.' Plate Grip. DOL 1.25- -TC 0.78 Vert(LL) . 0.6512-13 >624 360 MT20 _ 2441190 TCDL 7.0 Lumber DOL. 1.25 BC '0.90 Vert(CT) -1.0812-13 >379 240 MT18HS: 244/190 BCLL 0.0 Rep Stress [nor YES W B= -0.69 Horz(CT) 0.33 9 Na Na - BCOL 10.0 .Code FBC2017/TPI2014 Matna-MS Weight 154 lb FT=0 LUMBER- BRACING- - TOP CHORD- 2x4SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD -2x4 SO M 30 BOT CHORD Rigid ceiling directly applied or3-11-11 oc bracing. . WEBS 2x4 SP No.3 :iREACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 - Max Hoiz 2=-129(LC 8). Mak Uplift 2=-803(LG 10), 9=-803(LC 10) FORCES. (Ib) - Max. Comp./Max: Ten. -All tomes 250 (11b) or less except when shown. 'TOP CHORD 2-3=-5488/3444, 3-4=-5117/3183,4-5=-3911/2497, 5-6=-2576/9770, 6-7=-2586/1779, - 7-8=-2663/1762, 8-9=-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=d 028/1721, 5-13=-300t797; 5-12=-894/601, 6-12=-265/263, 7-12=-294/391,7-11= 374/691,8-11=-535/502 .NOTES- 1)Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3=second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14tt;.B=52ft; L=3411t; eave=6tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 31-7-3, Extedor(2) 31-7-3 to 3&M 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.tmss,has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads. - 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSUIPI 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 joints}except (jt=lb) 2=803,9=803. .. _ Walter P. Finn PE No.22839 .. _ .. MTek USA, Inc' FL.Cert 6634 6904 Parke East Blvd. Tampa FL 33610 , Data:, April 3,2019 Q WARNING- Verily design paramelersend BEAD NOTES ON TNr9 AND INCLUDED U.MEKREFERANCEPAGEU6l4larev. l6'0.Y1015 BEFORE USE. Design valid for use only with MRei connectors. This tlesign Is based only upon parameters shown, and Is for an Individual building component not ��• ..OtW system. Before use: the building designer must ver"o applicobllityof design parameters and property incorporate this design Into the overall buildingdesign, Bracing Indicated is to prevent buckling of Individual truss web antl/or chord members only, Additional temporary and permanent bracing M!Tek'. ss always required for stability and to prevent collopse with possible personal Injury and property damage. For general guidance regardingtne fabrication, storal delivery erection and bracing of trusses and truss systems, see NSU1Plt Quality CUrrM; DSBA9 and BC5l Balding Component" 69M Parks Best evil. Safety lnfoenationavoiloble horn Truss Plate lrutitute.218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa,FL 33610 Job Truss Trues Type Ory Ply M11323 ' T16686482 M11323 A9 HIP 1 1 o lional Job Reference(options Gnamoers r russ, mc., ran rlerce, rL s 4.00 _22 a.L4U5Uec UZUla Mllexlnausines,mc. Wea ADr 31U:14:142U1U Verret 4x4 = 3z4 2x3 11 4.8 = = Scale = 1:58.6 n' 05 0 to 1b 3x5 = Sze = 1.6 = 6x8 = 3x6 = 3x4 = 3x5 I* a 10.0.0 20.4.0 24-0-0 34.0.0 ,,ran m.4.n ve.n lr. n I Plate Offsets (X Y)-- 12:0-0-14 Edgel 17:0-5-0 0-2-01 19:0-3-14 0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEPL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL . 1.25 TC 0.35 Vert(-L) -0.18 11-21 >917 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.3811-21 >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/TPI2014 Matrix -MS Weight: 1561b F-f=0% LUMBER- BRACING- - TOP CHORD 2x4 SP M 30 - TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ibfsize) 2=663/0-8-0, 9=346/0-8-0. 13=1616/0-8-0 Max Horz 2=109(LC 9) Max Uplift 2=-430(LC 10), 9=-249(LC 10), 13=-928(LC 10) `MU Gray 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) .FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/1025; 3-4=-9137708, 475=-8291705,5-6= 565/807, 6-7— 565/807, 7-8=-104/278, 8-9=-341/235 , BOT CHORD 2-15=-836/1187, 13-15=-34/309, 11-13=-256/348, 9-11=-124/304 WEBS 3-15=-425/501, 5-15=-444/665,'5-13=-1215/1079,6-13=-264/300, 7-11=-255/396, 8-11=-461/521, 7.,13=-8371703 - a 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=4.2psC BCDL=3.Opsf; h=14$ B=52ff; L=34ff1 eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 14-9-11, Interior(1) 14-9-114o 19-2-5, Exterior(2)19-2-5 to 28-9-11, Interior(1) 28-9-11 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 porting. 4)-This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=11a) 2=430, 9=249, 13=928. - Wafter P. Finn PE No.22839 a_ III USA, his: FL Cart6634 6904 Vallee East Blyt. Tampa FL 33610 Date: Ap013,2019 O WARNING -Verily Eesl9nparemefersaDd READ NOTES ON TNISANU INCLU➢ED MREICREFERANCEPAGEM0.)4TJmv. 1M132015BEFORE USE. Design valid for use onlywith 6lneld4 connectors. This design is based only upon parameters shown. and is for on individual building component, not a muss system. Before use: the building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall bulldingdaslgn. Bracing Indicated Is to prevent buckling ofindividual truss veb and/or chord members only, Additionollemporary and permanent bracing WO Is always required for stall llity and to prevent collapse with possible personoi injury and property damage. For general guidance regarding the fabticatian storage: delivery, erection and bracing of musses and muss systems seeANSU1P11 Quality CMeria, DSB29 and BCSI Buldhp Component 6904 Par o, East Blvd.Safety Infoenalbnovallable from Truss Plate Inctute. 218 N. Lee Steal. ButtAl e 312. exondrio, VA 22314. Tampa, FL 33610 Job Truss Thus Type Oly Ply ' T76686483 M11323 GRA HIP 1 1 �M11323 ' Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:15 2019 4x4 = 11 14 Scale = 1:60.6 32 1t 6 3x5 = 3x6 II 3.6 = 6x8 = 3x6 = 6.8 = 4x4 = 6x8 = 8-0-0 11-1-1 18-6.0 26.0'0 34-0-0 8 N2 3-I-1 7-0-15 7-6-0 N Plate Offsets (X.V)-- [2:0-2-2;Edge] 13:0-3-8 Edgel (21:0-3-8 Edgel 124:0-3-8 0-3-01 127:0-3-8 0-3-01 ' LOADING (psQ SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL . 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(ILL) 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 , O.o ' Rep Stress Incr NO _ W B 0.98 Horz(CT} 0.02 22 n/a n/a BCDL 10.0 ,Code FBC2017/TPI2014 Matrix -MS Weight: 194lb FT=O% ' LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 BRACING- TOPCHORD BOTCHORD JOINTS Structural wood sheathing directly applied or 4-2-5 oc pudins. Except: 1 Row at midpt B-21 Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 7, 8, 19. 17. 14 (lb) - Max Horz 2=-179(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-351(LC 8), 27=-1168(LC 8), 26=-1495(LC 8). 22=-625(LC 8) - Max Grev All. reactions 2501b or less at joints) 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 2-3=-621/387, 3-5=-304/838, 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= 588/1209,. 18-20=2230/1280, 20-21=-2230/1280, 21-22=-2271/1263, 6-9=-126/305, 9-11=-106/363, 1.1-14=-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, 18-26=-2412/1474, 18-24=-846/1780,21-24=55/351,4-5---608/514,19-20=-335/305, 14-15=-556(407, 11-12=-254/54 - 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=4.2psC BCDL=3.Opsk h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C: Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water policing. - 4) All plates are 2x3 MT20 unless otherwise indicated. - 5) This .muss .has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf an the bottom, chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connectiorl others) of truss to bearing plate capable of withstanding 351 It, uplift at joint 2, 11681b uplift at joint 27. 1495lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with a-0-0 end setback. 9) Graphical pudin representation does not depict the size or the orientation of the puRin along the top and/or bottom chord. 10). 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 Ib 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 CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ' Wafter P. Finn PE No.22839 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2619 4/ . AWARNING -Verilydeslgnperenlatemand READ NOTESONTHISANDwCLUDEDMIg(REFERANCEPAGEM6T4T4rev.raTYlersaEFOREUSE Design valid for use onry with Mlek® connectors. this design 6 based any upon parameters shown and Is for an Individual building component. not a truss system. Before use, the building designer must vedy the cppllcoblllN of design parameters and properly Incorporate this design Into the overall buildingdesIgn. BrocingIndicated Istoprevent buckling ofIndividual hum web and/or chord members only. Additional temporary and pennonent bracing Is always required for stability and to prevent colicpse with possible Personal Inlury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and huss systems. saeANSUIPII Quality Cited , DS349 and BCSI Building Component Safety mfermrMonovalloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandrlc. VA 22314. WGIC 690,1 Parka East Blvd.. Tampa, FL 33610 Job Thus Truss Type Cty Ply ' T76686483 M11323 GRA HIP 1 1 �M11323 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:15 2019 Page 2 I D:_etC1 cxC3ixVV7huls7ypJyuFUK.ZX6oVTeGbP99ysG5gj7mfRFCnIAVDSAZlv7L1 KzUSgs LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-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) Job Truss Truss Type Oty' Ply M71323 ' T16686484 M11323 GRB HIP 1 1 Job Reference o lianas ,ru,,, rmr nerve, r, o.wusaec oamomuexmaysmes,mc. Wea Apr U1U:14:1Ieule rages ID:SrRaEyyrg04M78G4raWBLWyuFUJ.VwDYz9gX71 PtBAPUy81 EksLa8Yge_hNuaDcR6Dz1_Sgq &0-0 13-8.0 17-0.0 20-4-0 26-0.0 34.0.0 35-b0 8.0-0 I 5-8-0 -- 34-0 I' 3.4.0 5.8-0 - I' "-0 - - 1-0.0 Scale v 1:50.6 5x12 MT18HS = 4%10 = 5x12 MTf BHS = 4.00 F12 2x3 II 4x6 = 2x3 II 01f1r 4x6 = 3x6 11 5x6 = 6x12 = 6x12 = Sx6 c 3x6 II - 46 LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO .Code FBC2017ITP12014 CSI. TC 0.80 ' BC '0.68 WB 0.90 Mardi DEFL. in (loc) Udell L/d Vert(LL) 0.22 16-19 >999 360 Vert(CT) -0.30 16-19 >820 240 Horz(CT) 0.06 9 Na rile PLATES MT20 MT18HS Weight: 153 lb GRIP 2441190 244/190 FT=0 LUMBER-- BRACING - TOP CHORD 2x4-SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1 -1 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 0o bracing. WEBS 2x4 SP No.3'Excsl WEBS 1 Row at midpt 3-14, B-13, 6-13 4-147-13:24 SP No.2 REACTIONS. (lb/size) 2=1269/0-8-0, 13=4057/0-8-0, 9--474/0-" Max Horz 2=90(LC 7) _ - Max Uplift 2=-853(LC 8), 13=-2590(LC 8). 9=-345(LC 8) Max Grav 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (Ib) - Max_ CompJMax. Tqn. -All forces 250 (Ib) or less except when shown. " TOP CHORD 23=-3625/1950, 3-4=-2080/1236, 4-6=-2080/1236, 6-7=-1296/2589, 7-8=-1296/2589, 8-9=-751/370 BOT CHORD - 2-16=-1729/3460, 14-16=-1753/3525, 11-13=2627733, 9-11=-241/668 WEBS 3-16=435/1209, 3-14=-15527774, 4-14=-837/691, 7-13=378/713, 8-13= 3635L7919, , 8-11=432/1204,6-14=-1453/2814, 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=4.2pst BCDL=3.Opst; h=148; 13=5211; L=348; eave=68; 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 pending. 4) All plates are.MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load-nonconearrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom, chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 25901b uplift at joint 13 and 3451b uplift at joint 9. 8) Girder carries hip 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 to down and 461 lb up at 26-0-0, and 967 lb down and 461 Ib up at B-0-0 on bottom chord. The desigrdselection of such connection dedice(s) is the responsibility of others. - '10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (9). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ - - Vert: 1-3=-54, 3-8=-131(F=-77), 8-10=54, 16-17=-20, 11-16=49(F=.29), 11-20=.20 Wafter P. Finn PE No.22819 M7ek USA, Inc, FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Datc, April 3,2019 Q WARNING -Vedfydes1,mpai..1e. antl READ NOTES ON TNISAND INCLUDED MGEKREFERANCEPAGEMI,74"rev. fulto 15 BEFORE USE.- Daslgn valid for use only with MgekO connectors. This design 6 based only upon parameters shown, and Is for an Individual building component not a truss system, Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to proventbuckling of Inc lAduai truss web and/or chord members only. Additional temporary and permanent bracing. Is always required for stabllily and to preventcollapse with possible personal Injury and property damage. For general guidance regarding the fabdcatlon storage, delivery, election and bracing of frusses and trusssystems, seeANSV1PI1 Quest SDyy CrBeda; DSB49 and BCSI Building Component Safety mformatbnovoilable from Truss Rate Institute. 21 B N. Lee Steel, Suite 312. Alexandria, VA 22314. _ M(Tek-. coat Parke East Blvd. Tampa, FL 33610 Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-641(F) 11=-641(F) Job ::=GRB 0 .a4ue Zia ozuromlreKmaualnes,Inc. wea Apr J1u:14:11ZU1V vagex ID:SrRaEyyrgO4M78G4raWBLWyuFUJ-VwDVzggX7l PtBAPUy81 EksLa6VgehNuslDcR6DzUSgq 0 Q WARNWG - Verity deelgnpmeldelersend READ NOTES ON THISAND WCLUDED MIIEKREFERANCEPAGEJUW4 mv. ID0YL015SEFOREUSE - Design valld for use only with MTeWconnectors. Ns design is based only upon porometers shown, and Is for on Individual builtling component, not - �t' bus a s system. Before use. the building designer musiveriry the opplleabllity, of design parameters and properly Incorporate MB design Into the overall building design. Bracing Indicated is to prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing WOW - 6 always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and Muss systems seeANSVTPII Quality Cril D3349 and SCSI Building Component 69o4 Parke East Blvd. Safety tnfonnationavallable from Truss Plate Institute. 218 N. Lee sheet. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 ype City Ply Mt1323Tifi686484 M11323 HIP 1 1 Job Reference (optional) Job T-8 Truss Type ly M71323 ���8 T76686485M11323 J2 MONOTRUSS 1 Job Reference (optional) Chambers T russ, Inc., Fort Pierce, FL 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:17 2019 Page 1 ID:x17zSlzTbJCDIIrGPHIQukyuFUI-VwDYz9gX71 P1BAPUy81 EksLkpYzDhbOstDcR6DzU5gq Scale = 1:7.8 2-U-U LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl Ud 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 Vert(CT) -0.00 7 >999 240 - BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 8lb FT'=0% LUMBER- BRACING - TOP CHORD 2x4 SP'No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc pur ins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=36/Mechanical,2=141/0_-8-0,4=22/Mechanical r Max Hom 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Gray 3=39(LC 15), 2=.141(LC 1), 4=31(LC 3) - FORCES. (Ib) - Max. CompJMax. 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=3.0psf; h=14ft;.B=52fl; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet 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 36-0 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, 1361b uplift at joint 2 and 3lb uplift at joint 4. o- a 's IVY-' eY, Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33818 Date: April 3,2019 Q WADNWG.Veritydeslgnparameteraend NEADNOTES ON MIS AND INCLUDED MIrEKFEFE11ANCEPAGEM674".. IGV3r20I59EF0BE USE Design valid for use only vAM Mnea connectors. This design b 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 Me overall building design. Bradng indicated Is to prevent buckling of Individual truss web cnd/or chord members only. Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse will possible personal injury and property, damage. For general guidance regarding Me fabrication. storage- delivery, erection and bracing of trusses and truss systems, seeANSLgPII Quarry Crr�M, D5549 end SCSI Building Component 6904 Parke East Blvd. Sabfy, NlarmalbrWallable from Truss Plate Institute. 218 N. Lee Sheet Sulte312. Maxwerla, VA 22314, Tampa, FL 33610' Job Truss Truss Type Cry Ply M11323 ' T76686486 M17323 J4 MONO TRUSS 8 1 Job Reference (optional) unamcers I russ, inc., ran rlerce, rL c.24u s uec o 2e1 o MI I ex mausmes. mc. Wed ADr 31u:14:1tl 2U1 a ra0e 1 3x4 = Scale-1:11.1 .4-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. jn (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOE 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL D.0 ' Rep Stress Incr YES INS 0:00 Horz(CT) --0.00 _ 3 nta n/a 'BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 14 lb . FT=O% LUMBER- BRACING- - TOP CHORD 2x4 SP NOS TOP CHORD Structural wood sheathing directly applied of 4-0-0 oc puffins. BOT CHORD 2x4 SP NOS BOT CHORD 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=104(LC 10) Max Uplift 3=-80(LC 10), 2=-161(LC 10), 4=-7(LC 10) Max Gmv 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (lb) - Max. Comp./MalbTen. -All forces 250 (lb) or less except when shown. , NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=14ft; B=521t; L=34ft"eave=6f; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extehor(2) 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 lobs.• 3)' This truss has been designed for a live load of 20.Opsf onthe bottom chord in all areas where a rectangle 3-6-O.ta11 by 2-0-0 wide .will fit between the bottom chord and any other members. 4) Refer togirdei(s) 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 Its uplift at joint 4. Walter P. Finn PE No.22839 MDek USA, Inc, FL Cart 6634 8884 Parke East Blvd. Tampa FL 33818 Daft. April 3,2019 O WARNING- Viedrydedga parameters and READ NOTES ON TNISAND WCLUDED MREKREFERANCEPAGE MII-T4Trma latia201SBEFOREUSE. Design valltl for use only wiM MBek5 connectors. This design Is based only upon parameters shown, and Is for on individual building component, not a buss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall . bullCingdesign.BracingIndicatedNtopreventbucklingofIndlvidualtrussweband/or chord members only. Addltlonaltemporary and permanent bracing 'WO Is always required for stability and to prevent collapse with possible personal Inlury and properly damage. For general guidance regarding Me fabrication, storage. claWery, erection and bracing of trusses and truss systems sseANSI/RII Quality Criteria, DS349 and SCSI Balding Component - Safety Informaliono milable from Truss Plate Institute, 218 N. Lee Street. Sulta312 Alexandria, VA 22314. 69U Parke East Bald. Tampa, FL 33610' Jab Truss Truss Type Oty Ply M11323 ' T76686487 M11323 J6 �MONOTRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 310:14:19 2019 Pace 1 3x4 = Scale=1:14.6 .LOADING (lost) SPACING- 2-0-0 CSI. . -DEFL. in --.(10c) Well Lid PLATES GRIP TCLL 20.0 Plate.Grip DOL 1.25 TC 0.36 Verl(LL) 0.11 4r7 >629 360 MT20: 244/190 - TCDL 7.0 Lumber DOL 1.25 BO 0.83 Ven(CT) -0.12 4-7 >617 '240 BCLL 0.0 ' Rep Stress lncr YES WE; 0.00 HaR(CT) -0.00 3 1 1 BCDL 10.0 Code FBC2017FTPI2014 Matdx-MP Weight: 201b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2i4SP No.3 - BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing. REACTIONS. (lb/size) .3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Horz 2=142(LC 10) - Max Uplift 3=-131(LC 10), 2— 194(LC 10). 4=-8(LC 10) Mu Gray 3=145(LC 1), 2=279(LC 1).4=102(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=4.2psft BCDL=3.OpsC h=14ft; B=52ft; L=34ft; eave=6ft;.Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions she=; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chard 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 oiwithstanding 1311b uplift at joint 3, 194 lb uplift at joint 2 and 8 Ib uplift at joint 4. Walter P. Finn PE 110.21635 MTak USA, Inc. FL Cart 6634 6804 Padre East Blvd. Tampa FL 331110 . -. Date:. April 3,2019 Q WARNING- Vedyydeslpnpmamaenend RE4DN0TE50N MMANDWCLUD6MIrEKREFERANCEPAGEM67474®v. 10=2015aEFORE USE Design valid for use only with Mi 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 yeiiy the applicability of design parameters and properly Incorporate this design Into the overall budingdeslgn. Bracing indicated is to prevent buckling of Individual tmssweb and/or chord members only, Additional temporary and penncnentbracing MiTek' s alwoysrequired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrlcation, storage. dellvery, erection and bracing of tosses and tons systems seeANSVrpll Quality CMindo. DSB49 and BCSI Building Component 6a04 Parke East Blvd. - Solilnfoenptionc,offlable from Truss Plate Institute.218 N. We Street. Suite 312. Nexandira. VA 22314. Tampa, FL 33610- - Job Truss Truss Type Cry Ply M11323 ' T16686488 M11323 J8 MONO TRUSS 20 1 ' Job Reference (optional) . Unamoers I ruse, Inc., ran rotor), rL I� 1 3x5 = B:G4U a Uec b ZUT 5 MI I eK Industries, Inc. Wed Apr 310:14:19 2019 Page 1 Scale=1:17.4 LOADING (psf) SPACING- 2-" CS). DEFL. in (too) I/defl Ud PLATES TRIP 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 - LumberDOL - 1.25 BC 0.38 - Ven(CT) -0.30 4-7 >319 '240 BCLL 0.0" Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 rdg n/a BCDL 10.0 Code FBC2017/FP12014 'Matrix -MP Weight: 261b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SPM 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. .REACTIONS. (I stsize) 3=188fMechanical, 2=352f0-8-0, 4=103/Mechanical MR Horz 2=180(LC 10) Max Uplift 3=-175(LC 10), 2=-228(LC 10), 4=-15(LC 10) Max Grav 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) - r FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; 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 3-1-13, Exterior(2) 3-1-13 to 7-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=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 175 Ib uplift at Joint 3,.228 Its uplift at - jointE and 15 In uplift at joint 4. _ Walter F. Finn PE No.12639 MTek USA, Inc: FL Cart 6634: 6904 Parke East Blvd. Tampa FL 33610 Bate:. . April 3,2019 Q WARNING- Vetllytleaignpamniatemand REDNOTESOMTN/SANDINCLUDEDMREKRE ANCEPAGEM674n., 70=01SaEFOREUSE Design valid for use only with MTetrIs connectors. This design Is based only upon parameters shown, and a for an Individual building component not a truss system. Before use, the building designer mustveriry the applicability of design parameters and properly Incorporate this design Into the overall ` building design, Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for sfoblity, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage. dellvery, erection and bracing of in sse%and fruss systems, seeANSVIPIT Quolryy CdtMu; DSB49 and SCSI Buldbp Component- 69N ParxeEasl Blvd.. Safety mformalbrwoiiable from Truss Plate Institute. 21 B N. Lee Street Suite 312, Alexandria VA 22314. Tampa, FC 33610 , Jab Thus Truss Type Oty Ply M11323 • T16686489 M11323 KJ8 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc.. Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:14:20 2019 Page 1 ID:Lcg54J7LuEancmZr4Ob7WMyuFUF-wVvhbAiPOynR2d83dGaxMUZDGmyGurclRBg6iVzUSgn Scale =1:20.3 3x4 = 5 3x4 = 7.3-4 11-3.0 7-3-4 3-11-12 .LOADING (psQ SPACING- 2-0-0. CSI. DEFL. in (fee) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(L-) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB OAS HOrz(CT) 0.02 6 n1a n/a . - BCDL 10.0 Code FBC20171-rP12014 Matrix -MS Weight: 44 lb FT=O% - LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4,SP No.3 BRACING - TOP CHORD Structure wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. REACTIONS. (Ib/slze) 4=201/Mechanioal, 2=466/0-11-5, 6=576/Mechanical _ - Max Hom 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)' FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. -TOP CHORD 2-3=-l151/523 BOT CHORD 2-7=-68711126, 6-7=-687/1126 WEBS 3-7=0/330,3-6=-1236f755 - NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52tt; L=34ft; eave=6ff; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed fora 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 205 lb uplift at joint 4, 3051b uplift at joint 2 and 2861b uplift at joint 6. 6) In the LOAD CASE(S) section, loads applied,to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plq Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)40-4-052(F=49, 8=-49),8=0(F=10; B=10)-to-5=-56(F=-18, 8=-18) WalterP. Finn PE No22839 MiTek USA, Inc. FL Cad 6834 8904 Parke East Blvd. Tampa FL 33610 . Data: April 3,2019 Symbols Numbering System „ A General,, Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center, plate on joint unless x, y 14- /4 offsets are indicated. i6-48 dimensions shown in ft-in-sixteenths I I (Drawings not to scale) Failure to Follow Could Cause Property Damage' or Personal Injury Dimensions are in ft-In-sixteenths. , Apply plates to both sides of truss 1 2 3 ° 1., Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, Is always required. See BCSI:: 1 co-s cza 2. Truss bracing must be designed by an engineer..For truss Individual lateral braces themselves wide spacing, . - M WEBS qy may. require bracing, or alternative Tor I T O �' 3 O bracing should be considered. U 0 O 3.. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. ' ys°p A 0- 4. Provide copies of this truss design to the building For 4lhk orientation, Iacate cT's ta� �6 0 BOTTOM CHORDS designer, erection supervisor, property owner and g p fi' . _. ' Interested plates`b-'ad' from outside all other parties. edgeoftruss, 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE', joint and embed fully. Knots and wane at joint " required direction of slots In AROUND THE TRUSS STARTING AT,THE JOINT FARTHEST TO locations are regulated by AN51/rPl 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from " WE S AND WEBS ARE IDENTIFIED BY END JOINT CHORDSWE the environment In accord with ANSI/TPI 1. Plate location details available in Mfiek 20/20 software or upon request. NUMBESLED 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless.expressly noted, this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension Is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282- camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text In the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. i 13. Top chords must be sheathed or pudins provided at output. Use T or I bracing spacing Indicated on design. - If indicated. Lumber design values are in accordance with ANSITTPI 1 section 6.3 These truss designs rely og lumber values 14 Bottom chords require lateral bracing of 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. ' Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights -Reserved 15, Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or, plate without prior approval of an engineer. reaction section Indicates joint -number where bearings occur, 17. Install and load vertically unless indicated otherwise. Min size shown Is. for crushing only. ��e 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. , Industry Standards ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Place Connected Wood TfU55 Construction. and pictures) before use. Reviewing pictures alone is not sufficient. ', DSB-89: Design Standard for Bracing.® . , BCSI: Building Component Safety Information, k 20. Design assumes manufacture In accordance with " Guide to Good Practice for Handling, .M iTe ANSIfrPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015