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NilLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek"� st�p-col,oy RE: 76520 - MISSIONARY FLIGHTS Site Information: Customer Info: RK DAVIS CONSTRUCTION Proji Lot/Block: Subdivi Address: HAMMOND ROAD & STEEL BLVD City: FORT PIERCE State: F Name Address and License # of Structural Engin Name: Address: City: General Truss Engineering Criteria & Design Loading Conditions): Design Code: FBC2017/TP12014 Wind Code: ASCE 7-10 Roof Load: 55.0 psf MiTek USA, Inc. 6904 Parke East Blvd. Name: MISSIONARY FLIGHTSTa' otle�: 33610-4115 er of Record, If there is one, for the building. License #: State: ds (Individual Truss Design Drawings Show Special Design Program: MiTek 20/20 8.3 Wind Speed: 160 mph Floor Load: N/A psf This package includes 10 individual, 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# Truss Name Date 1 T19076162 A 1/8/20 2 T19076163 Al 1/8/20 3 T19076164 A2 1/8/20 4 T19076165 A3 1/8/20 5 T19076166 B 1/8/20 6 T19076167 61 1/8/20 7 T19076168 VA 1/8/20 8 T19076169 VB 1/8/20 9 T19076170 VC 1/8/20 10 T19076171 VD 1/8/20 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. 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 or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any,' particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design perANSI/TPI 1, Chapter 2. PpQUIN ��� ,O • G E N 3 . F� �i�� No 68182 =13 �:• STATE OF :�W 1 Joaquin Velez PE No.68182 Welk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Co1?1 January 8,2020 Velez, Joaquin 1 of 1 Truss Truss Type Oty Ply MISSIONARY FLIGHTS [16520 T79076162 A COMMON 6 i i i Job Reference (optional) cnamcters i mss, inc.. . ron rierce, rL 8.33U a uec 5 Zu19 Mt l ex mausures, Inc. Nrea Jan 8 IZ:u1:J5 2020 Page 1 ID:534PssVMlb IISjGOCwBjHydP70-dufonlhPU71JON<4VDPgmUYFPpZc005sgObNnPzxQU_ -22--00--00� 13-1-0 19.4-4f 26-2-0 8._. I5I 6-012 6-34 1i 6.9-12 08 = Scale - 1:48 8 6.00 F12 6 4x8 2/ 73 C. 2x3 •% / \ -/: •\•.• 4x8 4 5/ / ♦ . 8 W 11 3 \`\ � 21 \l\\ i/ �\�\\ 24 2 1 13 25 12 26 11 10 -o 14 3x4 = 2x3 Il 3x4 = 4x6 = 3x4 = 3x6 = got1 3-" 8-85 175-11 26-2-0 3.6.0 5-25 B-9-6 1 BAS Dtate Offsets MY)- [2:0-0-12,0-0-0], [4:0-3-a Edge][8:a3-o Edge), [a:0.6-o•aaio] LOADING (list) SPACING- 2-0 0 CS). DEFL. in (toe) Udefl Ud I PLATES GRIP TCLL 20.0 ; Plate Grip COL 1.25 1 TC 0.53 Ven(LL)-0.1811-13 >999 360 MT20 2441190 TCDL 25.0 + LumberDOL 1.25 BC 0.55 Vert(CT) -0.3711-13 >732 240 BCLL 0.0 ; Rep Stress Ina YES WB 0.43 Horz(CT) 0.06 9 rJa Na BCDL 10.0 i Code FBC2017rrP12014 ! Matrix -MS Wind(LL) 0.38 11-13 >763 240 Weight: 125 tb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-8 ce purlins. BOT CHORD 2x4 SP M 30 BOTCHORD f `kgtd'ceTng-dlretlfy"appBedac4-6 12 oc:bracing,. . WEBS 2x4 SP No.3 WEBS rl" micipt ]J¢} j 6--^13, 6_j11 9 REACTIONS. (1blsize} 2=132010-8.0, 14=35210-8-0, 5=157810-8.0 is i d i S_ 1 Max Harz 2=285(LC 11) rA�- a� _-�-•_ , Max Uplift 2=870(LC 12), 14=200(LC 12), 9=1134(LC 12) FORCES. Qb} -Max Comp.lMax. Ten. -All forces 250 (lb) or less except when shown. p t J a d ; f + 4r ik '� : i R TOP CHORD 2-3=211912179, 3-5=2118@266, 5-8=198412275, 6-7= 2134i2505, 7-9=2416i2507BOTCHORD 2-14=1798'184'0.13-14=1798il846,11-13=1182/1322, 9.11=211212064WEBS 3-14=2661189.5-13=4721286.6-13=-9101634,6-11=12741842,7-1i=59714i8NOTES-NX ;,d�<sa,;w: 1) Unbalanced roof live toads have been considered for ,his design. _ 2) 'Kind: ASCE 7-10; V+bt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psF, h=15k E=45R; L�6fL; eave=4fy;CaL 11; Exp C; End., GCpi=D.18; M%1FRS (directional) and C-C Exterior(2) 4-0-13 to 0.11-3, Interior(1) 0-11-3 to 131-0; Exteror(2) 13.1-0 to 16-1-0, Interier(1) 16-1-0 to 28-2-13 zone: perch right exposed;C-C for members and forces & MWFRS�fbr iea ctiorts � :V' shown; Lumber COL=1.60 plate grip DOL=1.60 q - w 3) This truss has been designed for a 10.0 list bottom chord live load rloncencurrent with any other five loads 4} • This truss has been designed for a live toad of 20.Opsf an the bottom chard in allareas where a rectangle 3-6-0 tell by 244 wide a •:y wli fit between the bottom chord and any other members, with BCDL = 10.0psf. f 5) Provide mechanical connection (by others) of truss to bearing plate especial of withstanding 100 lb uplift at jo rit(s);excapt,(j(=Ib)- (1 2=870, 14=200. 9=1134. 1. •i,y r 1 - '� y.. .• ice}- _. ...-. 1` .e•.,`•i.-•., 1_I'''�,�1�..;" '(� 1 CiN6TdkiiSA Inn;F.4�Gert81,3A _..., 1 _ a 1:.:•._.. . -_; .`:1 6t1+?1PadcgEart8lvd.' ainpe FL 33c10 1�vr_. it r (1 d'1 S, -02Q o,_ a ® iVARNING - Vrdfy design Parammas and READ NOTES ON TMS AND INCLUDED WrEJf REFERElicE PAGE hi11-7471 rev. 1¢'11212015 BEFORE USE ! Design vand 'cruse only with ?Jfret9 w ncdom This design is based only upon parameters shown. and is for an individual bul'eing comporeriL net a lass system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall _ DuaQ11 design. Bracing indicated is to prevent budding of individual truss web ana/orchord members Dory. Additional temporary and permanent bracing MiTek is always required for stabi ty and .o prevent collapse with possible personal injury and property damage. For general guidanm regardng the fabrication, storage, de5very, ereu:'on and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DLSS-89 and BCSI Bullting Comp'anard 6904 Parke East Blvd. Sahry information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. I Tampa, FL 36610 d tj Job Truss Truss Type . Qty Ply MISSIONARY FLIGHTS T19076163 76520 Al Common 15 1 Job Reference o tional Chambers Truss, Inc., Fort Nlerce, t-L ts.33U s uec b zuiv MI IeK InaustrleS, Inc. vvea Jan d 1z:Ul:3b zuzu rage l ID:S34PssVMIb IISjGOCw8jHydP70-55DA_eh1FR?AOv4X4wwvJi5SdDvglSk?3gLxlrzxQTz -2-0-0 6-9-12 13-1-0 19-4-4 _ 26-2-0 2-0-0 6-9-12 I 6-3-4 6-34 6-9-12- — Scale = 1:45.7 LOADING (psf) TOLL 20.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 .— —, 5 CST. TC 0.43 BC 0.56 WB 0.47 Matrix -MS REACTIONS. (Ib/size) 7=1432/0-8-0, 2=1632/0-8-0 Max Horz 2=276(LC 11) Max Uplift 7=-506(LC 12), 2=-673(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2531/1031, 4-5=-2249/1032, 5-6=-2279/1078, 6-7=-2538/1077, BOT CHORD 2-10=820/2311, 8-10=-422/1473, 7-8=835/2204 WEBS 5-8=-387/995, 6-8=-642/411, 5-10=-357/952, 4-10=-621/402 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) BRACING - TOP CHORD BOTCHORD in (loc) I/dell Ud -0.19 8-10 >999 360 -0.34 8-10 >927 240 0.06 7 n/a n/a 0.13 8-13 >999 240 26-2-0 PLATES GRIP MT20 244/190 Weight: 120 lb FT = 20% Structural wood sheathing directly applied or 4-1-5 oc puffins. Rigid ceiling directly applied or 7-9-10 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0.11-3, Interior(1) 0-11-3 to 13-1-0, Exterior(2) 13-1-0 to 16-1-0, Interior(1) 16-1-0 to 26-2-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentlwith any other live loads. 4)•• This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. I 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 7=506,2=673. 7 Io :5= Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 8,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7,173 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and propertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPit Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T19076164 76520 A2 Roof Special 1 1 �MISSIONARYFLIGHTS Job Reference (optional) (.umbers I russ, Inc., Fort Fierce, FL d.33U s Uec b ZUIU MI I ek maustfles, Inc. vvea Jan C 1Z:U1:4U ZUZU rage 1 ID:S34PssVMlb_IISjGOCw8jHydP70=sShgOkYJgWcUX01Jm?rTYF6dgAph8db_IJ8RczxQTv 24-6-0 -211 r69-12 13-1-0 l 8-17-12 + 21 91L62-0-0 64 -0 -0-02 6-9-12 &444 1 Scale = 1:48.5 6.00 F12 5 3x4 = US = 2x3 11 .,- L6xt0 = vxo - 3x4 = 246-0 Plate Offsets (X Y)— [2:0-0-4 Edge] [6:0-3-0 0-1-8] [9:0-0-4Edge], [11:0-7-0 0-3-41, [13:0-3-8,0-3-0] [16:0-3-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 j TC 0.56 Vert(LL) -0.48 11-13 >654 360 MT20 244/190 TCDL. 25.0 LumberDOL 1.25 BC 0.93 Vert(CT) -1.15 11-13 >272 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.17 9 n/a file BCDL 10.0 Cade FBC2017/TPI2014 Matrix -MS Wind(LL) 0.22 11-13 >999 240 Weight: 142lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 I TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1456/0-8-0, 2=1639/0-8-0 Max Horz 2=276(LC 11) Max Uplift 9=498(LC 12), 2=-671(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2577/1019, 4-5=1920/840, 5-6=1951/890, 6-7=-5264/2159, 7-8=-5330/2069, 8-9=-2857/1220 BOT CHORD 2-16=-810/2230, 11-13=-94012512, 9-10=-1035/2509, 10-11=-1201/3064 WEBS 4-13=-745/393, 5-13=-460/1139, 6-13=-1061/562, 6-11=-989/2595, 13-16=-780/2126, 8-1 0=- 1726/610, 8-11 =-728/2227 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interjor(1) 0-11-3 to 13-1-0, Exterior(2) 13-1-0 to 16-1-0, Interior(1) 16-1-0 to 26-2-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load donconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=498,2=671. Joaquin Velez PE No.68182 NhTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 8,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 101OW2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parametersshown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parametersand properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ' ANSI/rPl1 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312', Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply MISSIONARY FLIGHTS T19076165 76520 43 Roof Special 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.ssu s uec o zu19 ml I ex industries, inc. vied dan 8 i2:Vl:43 2020 rage I ID:S34PssVMlb_IISjGOCwBjHydP70-OR8gS1 nQcbuAL_6t_uW5Ated2CbuV W1 gGXo2xzxQTs -2-0-0 6-9-12 13-1-0 1',,-9-1 18-7-12 21110 �4-6-0 26-2-0 212-0 r 2-0-0 6-9-12 6-3-4 8-8 4-10-4 4-10 4 1-0-0 ' 1-8-0 2-0-0 Scale = 1:49.6 6.00 12 m 9 Iq T 0 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.51 Vert(L-) -0.48 13-15 >654 360 MT20 244/190 TCDL 25.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.14 13-15 >275 240 BCLL 0.0 Rep Stress Incr YES W0.91 B Horz(CT) 0.17 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.18 13-15 >999 240 Weight: 145lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1632/0-8-0, 10=1649/0-8-0 Max Horz 2=-285(LC 10) Max Uplift 2=-663(LC 12), 10=-658(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.) TOP CHORD 2-4=-2561/985, 4-5=-1902/822, 5-6=-1932/836, 6-8=-5035/1807, 8-9=-I 075/1717, 9-10=-2617/971 BOT CHORD 2-18=-672/2244, 13-15=-846/2466, 10-12=-766/2271, 12-13=-884/2788 WEBS 4-15=-743/410, 5-15=-419/1122, 6-15=-1027/539, 6-13=710/2401, 9-1�2=-1651/485, 15-18=-648/2140, 9-13=-667/2250 NOTES- 1) Unbalanced roof live loads have been considered for this design. i 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL'=3.Opsf; h=15ft; B=45ft; L=26ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-1113, Interior(1) 0-11-3 to 13-1-0, Exterior(2) 13-1-0 to 16-1-0, Interior(1) 16-1-0 to 28-2-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent witFi any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ot=lb) 2=663, 10=658. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 . 6904 Parke East Blvd. Tampa FL 33610 Date: January 8,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-7473 rev. 101031201E BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and ipropedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply MISSIONARY FLIGHTS T19076166 76520 B COMMON 1 1 Job Reference (optional) l:namDers truss, mc., f-ort tierce, 1-L 8.331J s uec b 2U19 MI I eK Industries, Inc. Wed Jan 6 12:U1:44 2112U Page 1 ID:S34PssVMlb_IISjGOCw8jHydP70-sdiCgNo2Nu01z8h3Yc3nd00kiSa_d OAvwHMaOzxQTr -2-0-0 8-4-0 15-4-0 22-4-0 30-8-0 32-10 2-0-0 8-4-0 7-0-0 7-0-0 8-4-0 2-D-0 Scale = 1:55.9 4.00 12 4x6 = 5 3x8 — 2x3 II 5x6 VJB = 2x3 II 3x8 = 3x10 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.48 10-19 >775 240 MT20 244/190 TCDL 25.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.48 13-16 >770 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.15 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 140lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1871/0-8-0, 8=1871/0-8-0 Max Horz 2=-145(LC 10) Max Uplift 2=-1344(LC 12), 8=-1344(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or le Is except when shown. TOP CHORD 2-4=-4090/4225, 4-5=-2775/2942, 5-6=-2775/2942, 6-8=4090/4225 BOT CHORD 2-13=-3863/3792, 11-13=-3863/3792, 10-11=-3899/3792, 8-10=-3899/3792 WEBS 5-11=-1514/1137, 6-11 =-1 383/1506, 6-10=-535/336, 4-1 1=-1383/1506,4-13=-535/336 Structural wood sheathing directly applied or 2-6-14 oc pudins. Rigid ceiling directly applied or 3-0-6 oc bracing. 1 Row at midpt 6-11. 4-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mp1 ; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 0-9-12, Interior(1) 0-9-12 to 15-4-0, Exterior(2) 15-4-0 to 18-4-13, Intedor(1) 18-4-13 to 32-8-9 zone; porch left and right exposed;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 chard live load nonconcurrent with any other live loads. 5) • 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1344, 8=1344. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert8834 69114 Parke East Blvd. Tampa FL 33610 Date: January 8,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. ��� Design valid for use only with MiTek® connectors. This design is based only upon parametersshown, and is for an individual building component, net a truss system. Before use, the building designer must verify the applicability of design parametersand properly incorporate this design into the overall /� building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply MISSIONARY FLIGHTS T19076167 76520 B1 COMMON 2 1 Job Reference (optional) cnamoers truss, Inc., rorl t-lerce, t-L 8-4-0 8-4-0 . 11 15-4-0 4x6 = 4.00 12 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 TCDL 25.0 LumberDOL 1.25 BC 0.89 BCLL 0.0 Rep Stress Incr YES WB 0.79 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 o.00u s ucu u a i a wn i en a iuuau iea, u r ayo , ID: S34P ssV M Ib_I ISj GOCw8j Hyd P70-oOpy43ply WG ICSrSfI 6FjpV38F Et5uCTM EmTfGzxQTp 22-4-0 30-8-0 7-0-0 8-4-0 DEFL. in (too) I/defl L/d Vert(LL) 0.5211-14 >710 240 Vert(CT) -0.53 8-17 >698 240 Horz(CT) 0.15 7 n/a n/a Scale = 1:50.5 j� 0 PLATES GRIP MT20 2441190 MT18HS 2441190 Weight: 134 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-9-2 oc bracing. WEBS 1 Row at midpt 5-9, 3-9 REACTIONS. (lb/size) 1=1687/0-8-0, 7=1687/0-8-0 Max Horz 1=-128(LC 10) Max Uplift 1=1193(LC 12), 7=-1193(LC 12) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-4155/4316, 3-4=-2811/2988, 4-5=-2811/2988, 5-7=-4155/4316 BOT CHORD 1-11=-3999/3877, 9-11=-3999/3877, 8-9=-3999/3877, 7-8=-3999/3877 WEBS 4-9=-1552/1168, 5-9=-143911536, 5-8=-557/348, 3-9=-1439/1536, 3-11=-557/348 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL I3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-13, Interior(l) 3-0-13 to 15-4-0, Exterior(2) 15-4-0 to 18-4-13, Interior(1) 18-4-13 to 30-8-0 zone; porch left and right exposed;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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=1193,7=1193. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 8,2020 AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM conneclors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 223, 4. Tampa, FL 36610 Job Truss Truss Type Oty Ply MISSIONARY FLIGHTS T19076168 76520 VA Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Dec 5 2019 MiTek Industries, Inc. Wed Jan 8 12:01:48 2020 Page 1 ID:S34PssVMlb_IISjGOCw8jHydP70-IOxjVlrZ07WTSl?gnR8joEaW831 WZyrmpYFZj9zx0Tn 11-11-15 23-11-15 11-11-15 11-11-15 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 TCDL 25.0 Lumber DOL 1.25 BC 0.43 BCLL 0.0 Rep Stress Incr YES WB 0.14 BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 Scale = 1:37.9 4x6 = 23-11-15 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 5 n/a n/a Weight: 80lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 23-11-15. (lb)- Max Horz 1=87(LC 11) Max Uplift All uplift 100lb or less at joint(s) 1, 5 except 7=-130(LC 12), 6=-299(LC 12), 8=-299(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=580(LC 1), 6=723(LC 22), 8=723(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=-465/218, 4-6=-591/368, 2-8=-591/368 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-10-13 to 3-10-13, Interior(1) 3-10-13 to 11-11-15, Exterior(2) 11-11-15 to 14-11-15, Interior(1) 14-11-15 to 23-1-2 zone;C-C' for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 100 lb uplift at joint(s) 1, 5 except Qt=lb) 7=130,6=299,8=299. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 8,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply MISSIONARY FLIGHTS T19076169 76520 VB Valley 1 1 Job Reference o tional L;namDefs truss, Inc., tuft coerce, rL O.00u s— O—I�Ivil I—II1—u—, 1116. v may= ID:S34PssVMlb IISjGOCwSiHydP70-DbV5j5rBBReK3va1K9fyKR7bUTOUIQgv2CJ bzxQTm 8-11-15 Scale = 1:28.4 117-11-15 17-11-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 25.0 Lumber DOL 1.26 BC 0.38 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-S Weight: 60 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 I REACTIONS. All bearings 17-11-15. (lb)- Max Horz 1=64(LC 11) 1. Max Uplift All uplift 100 Ito or less at joint(s) 1, 5 except 6=-244(LC 12), 9=-244(LC 12) Max Grav All reactions 250lb or less atjoint(s) 1, 5, 7 except 6=593(LC 1), 9=593(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-6=-465/313, 2-9=-465/313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. .II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-10-13 to 3-10-13, Interior(1) 3-10-13 to 8-11-15, Exterior(2) 8-11-15 to 11-11-15, Interior(1) 11-11-15 to 17-1-2 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n ' 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 100 lb uplift at joint(s) 1, 5 except (jt=lb) 6=244, 9=244. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 8,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-747J rev. 1010312015 BEFORE USE. �1 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an! ndividual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For geneial guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss T uss Type Qty Ply MISSIONARY FLIGHTS T19076170 76520 VC Valley 1 1 Job Reference (optional) Gnambers truss, Inc., tort rlerce, FL ,,.,,,,us uec o zula ml I ex maustnes, Inc. vvea an a l,:u,:.0 zuzu rage 1 ID: S34PssVMlb_IISjGOCw8jHydP70-hn3TwRspykmBh39DusABtfglusiEl t?3Hskgol zxQTI 11-11-15 Scale = 1:18.9 4x6 = 2 3x4 2x3 II 3x4 zzr LOADING (psf) SPACING- 2-0-0 j CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 25.0 Lumber DOL 1.25 1 BC 0.47 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 36 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=242/11-11-15, 3=242/11-11-15', 4=638/11-11-15 Max Horz 1=40(LC 11) Max Uplift 1=-95(LC 12), 3=-95(LC 12), 4=-211(LC 12) Max Grav 1=247(LC 21), 3=247(LC 22), 4=638(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib)�or less except when shown. WEBS 2-4=-476/332 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this'design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-10-13 to 3-10-13, Intedor(1) 3-10-13 to 5-11-15, Exterior(2) 5-11-15 to 8-11-15, Interior(1) 8-11-15 to 11-1-2 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 100 lb uplift atjoint(s) 1, 3 except (jt=lb) 4=211. ,y Joaquin Velez PE No.68182 MTok USA, Inc. FL CeR 6634 6904 Parke East Blvd. Tampa FL 33610 Date: r January 8,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI/-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �'• a tross system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary antl permanent bracing MiTek• is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply MISSIONARY FLIGHTS T19076171 76520 VD Valley 1 1 Job Reference o tional cnamoers I cuss, mc., run rierce, rL ID:S34PssVMlb_IISjGOC,Bj' yd 70-9zdr8mtRj2u2JDkPSahQOsC3JG3PmLrl VWV KUzx�Tk 2-11-15 5-11-15 2-11-15 2-11-15 Scale = 1:11.1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 TCDL 25.0 Lumber DOL 1.25 BC 0.41 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=231/5-11-15, 3=231/5-11-15 Max Horz 1=-16(LC 10) Max Uplift 1=82(LC 12), 3=-82(LC 12) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-322/321, 2-3=-322/321 BOT CHORD 1-3=-266/283 3x6 = DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 16 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-15 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f; B=45ft; L=24ft; eave=4ft; Cat. j ; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 100 lb uplift at joint(s) 1, 3 Joaquin Velaz PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 8,2020 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage! For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Symbols ` ' PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-�1B r - -I- For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. " Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 X 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C1-2 C2-3 WEBS c3,q 4 m w o O y�ax 2 d u O O n. ~ c7-8 csa cs s 00 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses_are_designecLfor_wind.loads_in tha plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved 4P MiTek � MiTek Engineering Reference Sheet: Mll-7473 rev. 10103/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSlrrPl 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIfrPI 1 Quality Criteria.