Loading...
HomeMy WebLinkAboutTRUSS PAPERWORKSite Information 6904 Parke East Blvd. Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Modell plat � 3610-4115 Lot/Block: Subdivision: Address: N/A REEVIEWED FOR City: PORT ST LUCIE State: FL f� Name Address and License # of Structural Engineer of Record, If there is blieO nth Q1 , L9AR9CE Name: License#: ST• LUCdE COUNTY Address: City: State: BOCC General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 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# I Truss Name I Date 1 T13302390 A 2/21/18 I2 IT133023911A5 12/21/18 I3 I T13302392 I A6 12/21/18 T13302393 A7 2/21118 14 5 IT13302394IA8 2/21/18 I 16 IT13302395IA9 I2/21/18 I �7 1T13302396_ GRA 2/21/18 �8 T13302397 GRB 2/21/18 19 IT133023981J2 12/21/18 I 110 IT133023991J4 12/21/18 I Ill T133024001J6 12/21/18 112 IT133024011J8 12/21/18 I [13 1T133024021KJ8 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. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of those 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 property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 4 loll,, A. 39380 * r_ '9• T 7E OF '4tJ 01 -Ql0NA, '0%%%%% Thames A Alban] PE No.39380 MiTek USA, Inc. FL Cert 6534 6904 Paden East Blvd. Tampa FL 33610 Data: Ity February 21,2018 Albani, Thomas 1 of 1 vlob Truss Truss Type , Cry Ply Carlton III with porch T73302390 M11323 A COMMON 9 1 �62'Grand Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 152017 MiTek Industries, Inc. Wed Feb 21 14:19:532018 Page 1 ID:a3B4PavKnnZweXyJckSFBgyuFU N-il tla6GS6xdm_ITrGI?CZC_IGrGmYZaVX1 I I I xztuKK 1-0-0 6-7-13 12-4-13 17-0-0 21-73 2743 34-0-0 3s-o-a 11-0.0 6-7-13 1 5-9-0 4-7-3 1 4-7-3 1 5.9-0 6-7-73 '1-0-0' 4.00 FIT 415 27 Scale=1:57.6 11� 6 17 '- 15 -- -' 14 -- 1z 3x6 _ 2.3 11 46 3x8 = 3x6 = 4x6 2x3 11 3x6 = LOADING (pat) SPACING- 2-0-0 CSL DEFL In (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(L-) 0.32 14-15 >999 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 14-15 >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 FBC2017/TPI2014 Matrix -MS Weight: W31b FT=O% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc pudlns. BOTCHORD 2x4 SPM 30 BOTCHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/slZe) 2=1362/0-8-0, 10=136210-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (to) 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 BOTCHORD 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 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=52h; L=34ft; eave=6f; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(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 been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members, with SCDL= 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 01=1b) 2=832, 10--832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50lb down and 47Ib up at 15-0.0, and 50-Ito down and 47 If) 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 lace 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 (plf) Vert 1-6= 54, 6-11_ 54, 16-21= 20 Concentrated Loads (Ib) Vert: 26=-50(F)27= 50(F) Thomas A Alban! PE No.39390 M7ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ®WARNING-VerdlychorgnparemetersarldNEAD NOTES ON TNISANO/NCLUO£O MITEKREFENANCEPAGEM6Nnmv. 1&VVa9f56EFONEUSE Design valid for use only w11h MiTek s connectors. ThIsdeslgn h bose loNy upon pmamefersshown, cord Is form individual building corrPonent nor a lust system. Before use. the buldng designer mist verify the appiloob9ny, of design parameters antl Properly incomorate lh6 design Into IM overall buddrgdesign.Addib tempor cry dparmarentMocarg MiTek' &acaghtdicatetlisfopreventWdtltrgoflMMdualinrsswebandlorchordmembersoNy. kalways re turedfor stability antl to prevent collapse oem possible personal"and propedydamage. Forgenerdgudanceregardrgme 6904 Parke East Blvd. robdcatk>n storage, tleilvery, erecibn aril bracirg of inlscsona huts systems seeAN51/IPII Quality Cfifeda, DSa-49 arv4 8C51 Budding Component Taapa, FL 33610 Safety Information avaliable from Toss Plate Institute, 218 N. Lee Street. Sate 312, Plexandda. VA Ml4. Job Truss Truss Type , Cry Ply Carlton III with porch T13302391 M11323 A5 SPECIAL 9 1 �62'Grancl Job Reference o Bonal Chambers Truss, Inc., Fort Pierce, FL 4.00 12 Sx8 II 8.130 s Sep 152017 MiTek Industries, Inc. Wed Feb 21 14:19:542018 Pagel 1GhXVARzUkuyuFUM-BURgnSH4tFldcR21gTWR6QXpvFX_H1 Utmhl bZNziuKJ Scale=1:59.8 13 12 6.12 = yq 11 3x6 = 3x12 = 2.00 12 LOADING (psi) SPACING- 2-0-0 CSL DEFL, in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.76 14 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matnx-MS Weight: 1551b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc palms. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS I Row at midpt 6-14 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=1312/0-8-0 Max Horz 2= 179(LC 8) Max Uplift 2=-803(LC 10). 10=-803(LC 10) FORCES. (lb) - Max. Comp./Max. 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= 242411902, 7-9=-2462/1813, 9-10=-3195/2210 BOT CHORD 2-14=-3466/5266, 13-14=-1305/2115, 12-13=-194812995, 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 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=14ft; B=52h; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extenor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3. Extenor(2) 13-7-3 to 17-0-0, Interlor(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 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 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 1001b uplift at joint(s) except Gt=lb) 2=803, 10=803. Thomas A Alban! PE No.39390 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ®WARNING. VeMlydeatgnparsmeters and READNGTES ON TKXANDWCLUOEDMREKREFERANCE PAGE M67473rev. 1WDYS015 BEFORE USE De !M valid for use oNy�Wm Mifek0conrractors. RJsdedgn k bared oNy upon par=etersshown, antl isfM on IndlNtlual Wadkg component not a buss system. Before use, the bACHrg deslgrax mull Vedfy the appllcab0ltyof design parameters and properly InCaWWO 11%desgn Into the overall bulldigdeslgn. Wr .hglndlcatedhlopreWntWaIVQofa NklualtMWeba /MGwrdmemb SONy. Acculonaltempovxyandpennanontbrocirg MiTek' 5always required for stabalty and to prevent collapse with pMSble personal Injury and propeM damage. ForgeneralgtBdrnceregMmrgme 6904 Parke East BNd. fabdcatlom storage, delivery, erection ontl b wtng of Busesand Irusssystems s MSI/MiI Quality CrIledo, DSB49 and aca Building Component Tanya, FL 33610 Safety Information available from inns Plate Institute. 218 N. Lee Street, suite 312. Nexandfla, VA 22314. 1323 T13302392 6 4.00 12 6x8 = 5.6 = &12 � 2.00 FIT 5x6 = ME 10.64 1% 0 6-P 20-0-8 2%11-15 34-0-0 10-6-4 4-612 -0- 4-4-8 &7-7 &g-1 3.6 = Scale = 1:61.9 0 7te Ir o Plate Offsets (XY)- 12:0-1-15,Edge1.13:0-3-O,Edgel. 15:0-4-0,0-2-37 17:0-2-7 Edoel f9:0-0-6 Etlael LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.81 V@rf(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/TPI2014 Matrix -MS Weight: 1571b FT=0 LUMBER - TOP CHORD 2x4 SP M 30 'Except' 3-5,6-7: 2x4 SP M 31 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/s)ze) 2=131210-8-0, 9=1312/0-8-0 Max Harz 2=-169(LC 8) Max Uplift 2=-803(LC 10). 9=-803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) 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=-11231'2199, 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, 8-11=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=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; BS2ft; L=34ft; eave=6f; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterlor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterlor(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 pending, 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 atjoint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grainfomiula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1001b uplift at joint(s) except 61=11a) 2=803, 9--803. Thomas A. Albani PE No.39380 61Tak USA, Inc. FL Cart 6634 69M Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNWG-Vadiy EOe/gap.I...d REAONOTES ON I ANOWCLUOEOMREKREFENANCEPAGEMU74mJm. 10=2015BEFOREUSE Design vcilid for use onlywith Meek® connectors, this design h basedoNy upon parameters shown, and h for an hrtllvidual WOdhg component not a toss system. Before use. the building designer must verify the appticobaliy of design paameters and properly hcoiporafe thhdeslgn Into me overall h9dlrrgcleslgn. Bra:hgbdlc It NtopreventbucldhgofhdMdWtnmwebardimchmdmemb moNy. AddillorbtemporaryondpermarrentbroeN h always reauiretlfor sloLVliryand to prevenicNlapse with possmle persarN arkOy and propedydomage. For generol0hidonce regartLg the MiTek' attlerectlon and baNrg ofrnmsysremz seeVC4te4a, D5B-89aM BC51 Building Component a04Perko East a.staorage, SafetyIlfrmHon available hem Tress Rote Institute. 218 N. LeestreetState 312 Atexancri¢ VA22314. Terya, FL 33a1 D Job Truss Truss Type Cry Ply 62' Grand Carlton III with porch T73302393 M11323 A7 SPECIAL 1 1 Job Reference (opsonap Chambers Truss, Inc., Fort Pierce, FL 8A30 s Sep 152017 MiTek Industries, Inc. Wed Feb 21 14:19:562018 Scale =1:60.8 Sx8 = 5x6 = ro 9 6x12 = 2X3 11 3x6 3x12 = 2.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate GripDOL 1.25 TO 0.83 Vart(LL) 0.66 11 >618 360 Mi20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Ven(CT) -1.10 10-11 >369 240 MT18HS 2441190 BCLL 0.0 ' Rep,' Incr YES WB 0.95 Horz(CT) 0.34 7 r1/a n/a BCDL 10.0 Code FBC2017/TPI2014 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 putiins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid telling directly applied or 4-0-2 oc bracing. WEBS 2x4 SP No.3 *Except* 4-11: 2x4 SP M 30 REACTIONS. (lb/slze) 2=1312/0-8-0, 7=1312(0-8-0 Max Horz 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 548413370, 3-4=-5116/3126, 4-5=2229/1544, 5-6= 2448/1599, 6-7=-316911993 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 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=14ft; B=52ft; L=34ft; eave=6f1; Cat 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 31-7-3. Extedor(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 pending. 4) All plates are MT20 plates unless olherwlse Indicated. 5) This truss has been designed for a 10.0 pst 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 [all 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 ANSUTPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb Uplift at joint(s) except Qt=lb) 2=803, 7=803. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 OWARNWG. VedlydeWgnpar efemmd REAONOTESONYN/SANOWGLUDEDUI KREME NCEPAGEr 741J0v. 1ONLNr58E01?EUSE Deslgr vold for use oNywdm M(rek9connectors. lhisdedra, Is based onlyulsan parometerss l wn, antl kfor on hrdlAducd WOdW component. not � a bras system. Before use, Inc billdlre designer must vediy the applIcabLily of dedgn parameters and! properly Incorporate ihb design Into the overall bIDaredesign.wacilglntlkxried6fopreventbucldagoflrxlNkiudhuswebancUoretartlmembersoNY•Addllomliemporayandpermanentbaclrp MiTek' B �woys regWred forstabelty and roprevent collcpse vAlh possfbe persaKa atbAl'and properrydmnage. For general eittlaaeregarr9rg me Cdteda, DSB-89 and BCSl Buadln9Camponenr fal.ty seeexancKa 690d Parke Inon.stoenovffacleerecibaantl unittatothusasandreef.slemz VApry Salary INormanon avdloble from Tnas Plate InsliMe.21e N. Lee Shea6 Si4te 312 Plexmiddda. VA22314. 336Eas1BNd. Tenpa, FL 33610 Mi 1323 A8 ISPECIAL I I I I T13302394 6 4.00 F12 5x6 = 3n4 = 4 21 5 2x3 II 5x8 = 6 22 7 12 11 3x12 2.0012 5x12 = 3,4 = 4.5 = � 10-6-0 20-4-8 22.0.0 34-0-0 10-6-0 9d0-4 1-7-a 12-0-0 Scale = 1.60.6 Plate Offsets (KY)-- f2:0-1-15 Edge? f7:0.5-8,0.2-81 LOADING (psi) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ved(LL) 0.65 12-13 >624 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.90 VBrl(CT) -1.08 12-13 >379 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.69 Horz(CT) 0.33 9 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 154lb FT=O/ LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Harz 2= 129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -Ali forces 250 (Ib) 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— 2663/1762,8-9=-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— 1028/1721, 5-13=-3007797, 5-12=-894/601, 6-12= 265/263, 7-12-294/391, 7-11=-374/691, 8-11-535/502 Structural wood sheathing directly applied or 2-2-0 oc pudins. Rigid ceiling directly applied or 3-11-11 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsh h=14ft; B=52ft; L=341t; eave=60; Cat. II; Exp C; Encl., 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 gdp DOL=1.60 3) Provide adequate dminage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at )olnt(s) 2 considers parallel to grain value using ANSI7TPI 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 1001b uplift at joint(s) except Qt=lb) 2=803, 9=803. Thomas A. Alberti PE No.39390 MiTsk USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,201 S A WARNING-Verifydosignpammefe..dREAONOTESONTNISMDWGLUOEOMTTEKRUP NCEPAGEM674Aray. 1d➢aQ015BEFOREUSE Deslgl vaad for use oNy W h MUek®conn actors. TNsd rim S based orllyupon rxaamelersstxxm, antl bfor on htlMdual bU9ding component. not �� ss a trusystem. Befae use. Ile building designer must vedry the appllcabillyof desgn parom©ten and Vopedy hcomorole this design Into the oveml buadugtle9gn. Brochglndicatedbtoprevent buck gofhldtvklualt=webond/or chordmembersonly. AddltlomllernWaryandpermanentbracing WOW h always reguiretl for stabBltyarW fo prevent cdlopse thin possMe persaW hk0yand propedyd®nctge. For general guitlonce regarGrg Ilxs storoge.tlMNee and BC51 au0ding Component fabtY oM bInAlut, s.Aea/m11 VA 6004Parke Blvd. MCriteria,DSB-49 lato Sa/aty IMormatron available hom TnAs Rate InsllNte, 218 N. Lee Streei, 6uite 312 AlexondA¢ VA 22314. earn ram 218Ne Le Streetaylte31 33610East Tanga, FL 33610 M11323 JAG IHIP I I I I T13302395 s Scale = 1.58.6 4.00 FI2 4x4 = 3= 2x3 11 4x8 52 = 4 24 525 26 6 27 7 3x5 = 3xe = 3x6 = 6s8 - 316 = 3x4 = 3x5 /0-0-0 20-4-0 24.0-0 34-0-0 lann I n.n-n 1n-n.n Plate Offsets (X Y)-- 12:0-0-14 Edgel,17:0-5-4 0.2-01 19:0-3-14 0-1-81 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In (ice) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.3811-21 >432 240 BCLL 0.0 ' Rep Stress [net YES WB 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 156 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 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) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/1025, 3-4=-913/708, 4-5_ 829/705, 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= 2551396, 8-11=-461/521, 7-13=-837)'703 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.Ops1; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 5-2-5. Exterior(2) 5-2-5 to 10-0-0. Intedor(1) 14-9-11 to 19-2-5, Exterlor(2) 24-0-0 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 pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide Will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except 01=Ib) 2=430, 9=249, 13=928. Thomas A. Albani PE No.39380 fdirek USA,1ne. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 QWAHNING-Vudlydesrgnparemeterzand BEAD NOTES ON THMMDWCLUOEDMREKBEFEBANCEPAGEM674Mmv. 10034Of5BEFOHEUSE Dedgnv Id for use oNyWh M9elabconnector. lNsceslgn hbasedodyupon parametersshowno Is form Individual buadhgcomponent,not a I=sysfem. Defoe use, the bulloing designer must velly the opeacabaly of design parameters and properly Incorporate thh desgn Into Itm overdl bN�deslgn. BrachgkWicafedhtoprevent Wcwrwoflndivldualinnsweband/mclwrdmembmrs y. Add1iorwltemp.VcrdpeananenlbrachV Is MiTek' .. halwaysrequaedlwstabalfyan foffevmfcol1cpaMlhposs"eWwrs hkayandproperlytl nMe. Forgenerdglidonceregorcewthe fob,ioc lion, storage, delivery,.11on and bracing of Inasesond inmsystems. seeANsi/RII Qualify Cdteda, DSB-69 and VC51 Building Component W04 Parke East BNd. 3aiey IA10=0110n available from Taw Rate lmatule,218 N. Lee Saeel, Wt. 31Z Alexandria VA 22314. Taarya, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Canton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference (optional) uuss, mc., ron Fierce, FL 8.130s Sep 15201710ileKlndusVles,Inc. Wed Feb2114:19:592018 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. Scale = 1:60.6 315 = 3x6 II 3x6 = 6k8 = 316 = 6x8 = 4x4 = 6x8 = 8-0-0 11-1-1 18-6-0 26-0-0 34-0-0 6-g-g 3.1-1 za15 7. O s-aD Plate Offsets (X,Y)— (2:0-2-2 Edgel (3:0-3-8,Edge] 121:a3-8 Edgel 124:0-3-8,03-01 127:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Wall Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 2435 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vad(CT) -0.24 29-32 >552 240 BCLL 0.0 Rep Stress nor NO WB 0.98 Horz(CT) 0.02 22 rVa nta BCDL 10.0 Code FBC2017/TPI2014 Matmrx MS Weight: 194 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 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 Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2= 179(LC 6) Max Upllft 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 Grav All reactions 250lb or less at joint(s) except 2=487(LC 17), 27=2232(LC 13). 26=2929(LC 14), 22=984(LC 14) FORCES. (Ib) - 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— 1261305, 9-11 =-I 061363, 11-14=-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— 500l1176, 3-27=-1766/911, 5-27=-748/622, 5-26=-546/351, 13-26=-946/617, 18-26= 2412/1474,18-24_ 846/1780,21-24=-35/351,4-5= 608/514,19-20_ 335/305, 14-15=-556/407, 11-12-254/54 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=4.2psf; BCDL=3.Opsf; h=141t; B=52ft; L=34ft; eave=6ft; Cal. II; Exto C; Encl., 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 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent Win any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 Ib uplift at joint 2, 11681b uplift at joint 27, 1495 lb uplift at joint 26 and 6251b uplift at joint 22. 8) Girder cables hip end Win 8-0-0 end setback. 9) Graphical purin representation does not depict the size or the orientation of the put din along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9671b down and 461 lb up at 26-0-0, and 9671b 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 CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A Albani PE No.39380 64Tek USA, Inc. FL Curt 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 21,2018 ndard A—RNWO-VedlydeLgnPeremetemwdREADNOMSOMMiSANDWCLDOEDMR KREFERANCEPAGEM67413mx 11W 0156EFOREUSE Design valid for. only vAlh NNek® ConrxeCtors. Iris tlesign h based only upon paranetersshown, antl h form MMdual bRtllrg compwient not a laxs system. Before use, the b ilding designer must verify the appibabilly of design poranefm antl properly Incorporate thisdeslun Info the ovemll buldfigdeslgn. Bracingindiacnedhtopreventbucldb0ofax31vk1uollmswebaWlorc1xodmembersow. Atldtloraltemporaymtlpennmentbadig MiTeW hriwaysregUr forstaballyandto Wevenlcollapsawlmpossmle Mrrs dnpayandpropeaydanoge. For generagWdmce regardlr�grg me fabdoatbm storage, delb ry, ereclfon and baciM of tnrssesantl to systema seeMSIlTPII 6luuaty Cdteda, DSB-89 and BCSI B Ua g Component 6904 Peike East BNd. Sarety IrdormaBm bi avallae from Tnrs Plate Instrute- 218 N. Lee eel. S r*312. Alexana VA 14. TorFL 33610 ino, Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch T73302396 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MITek Industnes, Inc. Wed Feb 21 14:19:59 2018 Page 2 ID: etC1 cxC3ixVV7huls7ypJyuFUK-xSEZg9LDhnOwiDKlcO6cpTEfaGKGyBpOx zdM FbziuKE LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifonn Loads (plf) 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 (Ib) Vert: 29=-641(F) 24= 641(F) A WARNING- Vedfydetlgnpemmetemand READNOTESONT ANDWCLUOEDMDEKRE£ERANCEPAGEM 7473ree f0/03R015BEFOREUSE Design volitl for use oNy with MRek0connectors. lhh dedgn Is based oNyupon parameters shown. andhform Individual b ldtl component, not a tna system. Before use. the biidfnp tleslgner must verify the mpilcabURy of design parometers and raoperty Incorporate fhhdeslgn Into tha overall buYdng design. OaGnglrgkatetl 6to bucWtrq ofInNviduallmssweband/or ctwrtl members oNY. AtldOonal temporary antl permanent bradrq MiTek' prevent fabikatlwtr�tnror ge�tleNelry erecllo�andnlbraclrq of M1usse in�sr�ys�ems soeAN I�IPI1�Bua Cr�etla, D50�89ra�itd BC1Ld5B Id Component 690 I Parke Eest Md. wary IM...Ron aWiabte horn lnrss Role InstlMe. 218 N. Lee Sheet. SWIe 312, Wexandda, VA 22314. Tarry., FL 33610 Job Truss Truss Type Cry Ply 62' Gmnd Carlton III with porch f T73302397 M11323 CRIB HIP 1 1 Job Reference (optional) was. Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:01 2018 Page 1 ID:SrRaEyyrgO4M78G4raW BLWyuFUJ-TgMKFrNTDOedyW4NkR84uuK1w4_7C6XhNGETJTziuKC 8-0 38.0 I 7-000 26-0-0 34-00 35-0-0 5-8-0 1-UO80.0 Scale=1:58.6 Sx8 MT18HS = 4x/0 = 5.8 MT18HS 4.01) Ff2 2x3 11 4x6 = 2x3 11 = 46 = 3.6 11 5x6 = 6x12 = 6x12 = 5,6 = 3x6 11 46 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/dell L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 1 BC 0.68 Vert(CT) -0.30 16-19 >820 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO I WB 0.90 Horz(CT) 0.06 9 Na n/a BCDL 10.0 . Code FBC2017/TP12014 I Matrix -MS Weight: 153 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-1-14 oc pudins. 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 midpt 3-14, 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/SiZe) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Horz 2=90(LC 7) Max Uplift 2=-853(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. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-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=-262/733, 9-11=-241/668 WEBS 3-16=-435/1209, 3-14=-15521774, 4-14=-837/691, 7-13=-878f713, 8-13-363511919. 8-11- 432/1204,6-14=-1453/2814, 6-13=-3198/1807 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=1411; B=52ft, L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpl=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 pal bottom chord live load nonconcurrent with any other live loads. 6) • This Imss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplih at joint 2, 2590 lb Uplift at joint 13 and 345 lb 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) 967lb down and 461 It, up at 26-0-0, and 9671b down and 461 lb up at 8-0-0 on bottom chord. The deslgNselection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss 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 (plf) Vert: 13--54, 3-8= 131(F=-77), 8-10= 54, 16-17=-20, 11-16=-49(F=-29), 11-20= 20 Thomas A A bani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING-VedtydeslBn parametere and READ NOTES ON THISANDWCLODED MREKREFERANCE PAGEafIF]4]Srev. 10/1XVI015 BEFOREUSE r• Dedgn valid for use only w1h MXek®c-onnectols. lNscreslgn Isbascdorhyupon Manners. and IS MIndMdud buadhO component.not a Imss system. Before use. thst e building muvetly the app ic.bilfy of design Parameters and Property Incorporate Ihhdesl9n Info the overall f■ bua<Brg design. Wacinglr tedhtogeventwu lrgofkvdW] Inmweband/orchwdmemb mr y. Ad011ondlemporaymdPerma<rentb Gc1nn haiways requlretl fw stately a re logevenorminge wlM possRLe Pelsor,ol arUaY arrd gopeM cereneArg lire MiTek' rune -del Plan of to I QUMy C4larlP, DSB-09 and aCal euadNg Component QualityCredo. eed real. 6904 Parke Bhd. Salary [ donna aMety InlormaXon avdlade from inas Rate InSXMe, 218 N. Lee 3heol.6rtlte 312 Alexarerla, VA22314. ble froe Truss institute, 18 N. side 31Z Nexandr 3MIEasi Terrya, FL 3361a Jab Truss Truss Type Cry Ply 62' Grand Carlton III with porch T13302397 M11323 GRB HIP 1 1 Job Reference (optional) I was, Inc., Fort Pierce, 1-1- LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11= 641(F) 8.130 s Sep 152017 MiTek Industries, Inc. Wed Feb 21 14:20:01 2018 Page 2 ID:SrRaEyyrgo4M78G4raW BLWyuFUJ.TgMKFrNTDOedyW4NkR84uuK1w4_?Q6XhNGETJTnuKC ®WARNWG-Verlfydeslgnparmnetersand READNOTES ON TNISANDMCLUO£DMRKREFERANCEPAGEMH.74Mmv. 10A 0158EFOREUSE Deslml valldforuseoNywith MUeI connecbrs.l de M5basedoNyupon parametersshown, and is form hcllvduai buRdW component.not a inn system. Before use. the building designer must verity tine mplicobllityof design ponameters and properly Ncorponce this design Into the overall buhdMgclesign. 8radngirdicatodKIopeventbuciditlgoflndMdualhu bandl rG rdmembetsoNy. AdditiorwltemporarymdpennarienitxaGrig MiTek' h always reaulred for stabhity and to prevent collapse Win pomble personal triryuy and properly damage. rorgeneral Otidance regardOg Rre 1-taa111on, storage. delivery. erection mat bmdng of husesand tosssystems, seeANslfwij Quality Criteria, DSB49 and SCSI Building Component 6904 Parka East Blvd. Solery Information wairable from huts Rate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA22314. Tanya, FL 33610 Job Truss Truss Type Oy Ply 62' Grand Carlton III with porch T13302398 M11323 J2 MONO TRUSS 8 1 Job Reference (opt onal mss, uw., Fort Pience, FL 3x4 = 8.130 s Sep 15 2017 MITek Industries, Inc. Wed Feb 21 14:20:01 2018 Page 1 IDx17zSIZTbJCDIIrGPH 1 OukyuFU I.TgMKFrNTDOedy W 4NkR84uuKBb47aOKfhNGETJTziuKC Scale =1:7.8 2-0-0 LOADING lost) SPACING- 2-0-0 CS1. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(LL) -0.00 7 >999 360 MT20 2441190 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 Horz(CT) -0.00 3 rVa n/a BCOL 10.0 Code FBC2017/TP12014 Matrix -MP Weight 8lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Qlatsize) 3=38/Mechanical, 2=141/0.8.0, 4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Grav 3=39(LC 15). 2=141(LC 1). 4=31(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsf; h=141t; B=52ft L=34ft1 eave=6ft Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(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 nonconcument 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 281b uplift at joint 3, 136 lb uplift at joint 2 and 3 Ib uplift at joint 4. Thomas A. Albert PE No.39380 MTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING-VeNytlaslgn parameren: entl flEAO NOTES ON TNIS AND INCLUDED MNEKREFERANCE PAGEM&7473mv 10=2GI5BEFORE USE Deden validf%use oNywllh MlreWconnectoo. ftsdedm lsbasedorty Upon pwcmeteMUown. and Is form Individual building component, rill a iruwsyslem. Before use, the buticOW designer must verily the appllcobelfy of design parameters and propedy hcorporale iNs dedgn Into the overall brAOingdedgn. wachgiM tedlsloWeventbuMIgoflndivldudtlusswebond/achwdmemb moNy. AdtJtlonaltempaarymtlpermanenitxaclrg MiTek' bdwaysregrdredtorstaMiym lopreventcalcp Wlhpo eperso hpayardpropedydmwOe. Forgenwalguldmceregardingthe fobkalbn, storage, delivery, erecibn and bractrg of lmaesmtl inrsssystems, seegN51/lPil Cuaay CdledG, DSa-a9 and BCSI BUBtling Component 6904 Padre Essi Blvd. Setey INomsGllon ovelobie from loss Rare Institute- 218 N. Lee Streel, Sulle312. Alexandria VA22314. T.M.. FL 3WI0 1323 I J4 I MONO TRUSS T13302399 4-00 4-0-0 3x4 = Scale =1:11.1 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (Ica) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.39 Ven(LL) 0.02 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 HOrz(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 141b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purtins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. italsize) 3=90/Mechaniral, 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 Grav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (Ib) - 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=4.2pst BCDL=3.Opsf; h=14ft B=52fh, L=34ft; eave=6f; Cat. II; Exi1 C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(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 lost 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 80 lb uplift at Joint 3, 161 Ito uplift at Joint 2 and 7 to uplift at joint 4. Thomas A. Alban! PE No.30380 MTek NSA, Inc. FL Cart 6834 6304 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING - VeHfyds)a pa .1. antl READNOTES ON THIS AND DlCLUDED M/rEKRE£ERANCEPAGEM&74M.. f0 015aEFORE USE Dedgn valid(or use onlyvth MBek® connector. IN dtle I based only upon DarametOm Awwn. oral Is for on hdMtlud bWdrQ component.n0t a I=system. Before use. the bWldrg dedgrcr must vedy tho oWlcaj ltyof dedgn paraneters and properly Incorporate 1%dedgn Into the overall bW6ngdeslgn. WochalMlcaledbfoPrevenlb—Wlrgofln id.11 ssswebaW/achordmembersoNy. AdtlllfondfempaaryaWpermQnen1lXoon9 MiTeIC bdwaysrecM,e fast.wity n lopreventcalap wthpossallepelsorsolhpuyarxlpropedydanaaa. ForgeneralguldoncerKfOrCIgfhe faMcdlort slaa9e. tleiNery, ereCnan and bracOg of imssesad ImsssKtemC seeAN31RB11 auaey Qileda, D50-69 arM SCSI Building Component W04 Parka East BNtl. safety Information avdloble from truss Rate Institute, 218 N. Lee Shed. State 312, Alexandria. VA 2231A. Tanga. FL 33610 Job Truss Truss Type Oly Ply Carlton III with porch T73302400 M11323 J6 MONO TRUSS 8 1 �62'Grand Job Reference o donal o. ovaoey oco,i rvn,an amueuina, uw. vveu rao el 14:zu:us zu ro Scale=1:14.6 3x4 = LOADING (psi) SPACING- 2-0-0 CST. DEFL. in (too) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ven(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Ved(CT) -0.12 4-7 >617 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Iva n/a BCDL 10.0 Code FBC20177rP)2014 Matrix -MP Weight: 20 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Harz 2=142(LC 10) Max Uplift 3=-131(LC 10), 2=-194(LC 10). 4_-8(LC 10) Max Grav 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES. (Ib) -Max. Comp./Max Ten. -Ali forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsC h=14ft; B=52ft; L=34ft; eave=6fq Cal. 11; Exp C; Encl., GCpl=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 pat bottom chord live load nonconcument 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 lb uplift at joint 2 and 8Ib uplift at joint 4. Thomas A. Alban! PE No.39360 MTek USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING- Vedlydeslgn parameteraondREAO NOTES ON TH/SANDWCLUOED MmEHREFE17ANCEPAGEMb74T run 1dA9/1a15BEFOREUSE. De9m Voldforuse orgywim Mffe,®connectors. TNSdesgn hbasedoNyupon parameters stwwn.antl Is form h duol bu0tlinq component. nor a Ilan system. Before use, the buadirg designer must ve8ty tlxr applicability of desgn Parameters and propedy hcorporate tints design Into the overall bWlWngdedgn. r,achg lnclicared h to prevent buckling ofmdividual inlssweb axl/or chortl members orgy. Addilionaltemp caymdp "omntN=Ing MiTek' h always regWred forsxlbairy and to prevmt coo,o,a wth posshie personal hfwy and property damage. For genenE gUMQN:e regarding me, fabdcatbrt storage, delN", ermrim and bracing of mlaee and Buss systems. seeANSI/mlI Quality Crieda, DSB-89 and SCSI Building Component 6904 Parke East BNd. Salcly Information available f orn Truss Bate Institute, 218 N. Lee Street. Suite 312 Alexandra, VA 22314. Tempe, FL 33610 Job Truss Truss Type I Cry Ply Carlton III with porch T13302401 M11323 JB MONO TRUSS 20 1 �62'Grand Job Reference o Bonal cnninuais i mss, ma, ran Fierce, FL 8.130 s Sep 152017 vi industries, Inc. Wed Feb 21 14:20:04 2018 3x4 i Scale =1:17A Plate Oftsets(XY)— 12:0-3-140-1-81 LOADING (psf) SPACING- 2-0-0 Car. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 MT20 2441190 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 We n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 261b FT=0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 REACTIONS. (lb/size) 3=188/Mechanica1, 2=352/0-8-0, 4=103/Mechanical Max 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) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=14ft; B=52ft, L=34f ; eave=6f; Cat. II; Exp C; Encl., GCp1=0.18; MW FRS (directional) and C-C Exlerior(2) -1-0-0 to 2-4-13, Interi0r(1) 2-4-13 to 3-1-13, Extedor(2) 3-1-13 to 7-11-8 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 pal bottom chord live load nonconcurrenl 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 Buss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at Joint 3, 228111 uplift at joint 2 and 15111 uplift at Joint 4. Thomas A Alhani PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 AWARNING- yadlydeslSnPaxaa W.andREADNOTESONTN/SANDINCLUDED MNEKREFERANCEPAGEMIL71nrev.1AMSY2015BEFOREUSE Design valid for use ody Win MdeW connectors. iNsded0n 6 based any upon paamefemshown, and hfor an llstlMdual building component. not a irus system. Before use, the bulidrm designer must verify Ina oppllcabally ofdesl0n parameters and properly Incorporate badedgn Into the overall ■ bWNngdasIgn. WacingtrW tedisloprevenlbrcW[ngofWMdudtmsswebm /achordmembersody. Aticillonaltempmaryandpermanenticech a MiTek' hdways required for sfabalryand to prevent collapse Win possmle personal injury and propery damage. For genad 9uidart�ce regarding itne fobkatbrL storage, delivery, erection aid brarJ�sg of ausesantl huasystems seeANSIRPII Quality Cdteda, DSB-89 and BCSI BuBding Compcnenl 6904 Parke East Blvd. safety Intormaaon matoge Irom lrum Rote Imllluie. 218 N. Lee Street. Suite 312 Alexandria. VA 22314. Terrye, FL 33610 1323 I KJ8 I MONO TRUSS 14 1 1 I T13302402 Scale=1:20.3 3x4 = u . b 3x4 = 7-34 3-11-12 LOADING (par) SPACING- 2-0-0 CSI. DEFL. In (loc) basil Ud PLATES GRIP TCLL 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 Ved(CT) -0.12 7-10 >999 240 BCLL 0.0 Rep Stress met NO WB 0.46 Horz(CT) 0.02 6 n/a rda BCDL 10.0 Code FBC2017ITP12014 Matrix -MS WelghL 441b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201BMechanical,2=46610-11-5,6=576/Mechanlcal Max Horz 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. (lb) - Max. Conri Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1151/523 BOT CHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6=-1236/755 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=141t, B=52ft; L=301; eave=6111; 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 for a 10.0 lost bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4, 305 lb uplift at Joint 2 and 286 lb uplift at joint 6. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2-0(F=27, B=27)-to.4=-152(F=49, B=49), 8=0(F=10, 13=10)40-5=56(F=18, B=-18) Thomas A. Alban PE No.39360 Mt ek USA, Inc. FL Cart 6634 S904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ,& WARNING -Verily designpe mermsend NEAGNOTES ON T ANUNCLVOEOMGENREFEEANCEPAGEMO-74"rov. 10roe2015BEFONEUSE �■� I31-Irm vdld foruseoNy Win MBeWconneclon. lhlsdedgnkbascd oNyulson paometems own. and Moran lntlMtlual a,9dexl comparent, not a Irus system. Before use. the "ch g designer musl valfy the oppllcooliny of design POlametemand property Incorporote thkdeslgn Into the overoll ii�YO d�design. &xhglMlcatedhto prevent bucWlrg of lrxavlduallmaweb arW/or chatl members oNY� Atldlbrld lempaay and permanent bracng Mole k re fastablyty topreventcdlapse MlhpossUopersondk*xyantlpoperlydomoge. the fadw�feCp Drags. tlelNery, erection arM bracing of tmssesaW imss Mlems seeANSI/IPII 6luvay Cdterla, DSB-99 and BCSl Building Component 6904 Parke EaA Blvd. Safely INamaaon available hem true Plate hlsatule. 218 N. Les Sheet. Sulle312 Alman sift VA 22314. Temp., FL 3361 D Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y /4 offsets are indicated. 6u48 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 ff-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 cr-2 C2a 2. Truss bracing must be designed by an engineer. For 0-/ldr WEBS q� 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I O U h, 3 p bracing should be considered, I '� a y 3. Never exceed the design loading shown and never inadequately braced trusses. ys" U stack materials on nU, 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate c2a �7 BOTTOM CHORDS designer, erection supervisor, property owner and all other Interested parties. plates 0-'hE' from outside edge of truss. 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 NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane atjolnt required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably y protected from `Plate location details available In MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design Is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural considerationand Is the `width measured perpendicular 4 x 4 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, sae, orientation and location dimensions Indicated ore minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shol: be of the species and size, and Indicated b y symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the lane of the g p truss unless Otherwise Shown. in al: respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 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 notcut or alter truss member or plate without prior approval of on engineer, reaction section indicates joint number where bearings occur. 17, Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. mm W 18. Use of green or heated lumber may pose unacceptable environmental health or performance risks. Consult with Industry Standards: Nil project engineer before use. ANSI/TPI1 : National Design Specification for Metal 19. Review all porflons of this design (front, back words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. � is not sufficient. BCSI: Building Component Safety Information, 20, Design assumes manufacture in accordance with Guide to Good Practice for Handling, I��'/ K ANSI/TPI t Quality Criteria, Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015