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TRUSS PAPERWORK
® Lumber design values pare in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 73d90 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Groothouse Construction Project Name: Seegot Model: Tampa, FL 33610 4115 Lot/Block: Subdivision: Address: unknown City: Port St. Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: SCANNED Address: BY City: i State: S$ Lucie County General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading G Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 12 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# Truss Name Date 1 T7666345 I A T 11 /18/01 2 T7666346 I ATA 1 11 /18/01 13 I T7666347 I ATE, 1 11 /18/01 14 I T7666348 I B 1 11 /18/01 1 15 I T7666349 J B 1 1 11 /18/01 16 I T7666350 10 1 11 /18/01 17 I T7666351 J C 1 1 11 /18/01 18 I T7666352 I DGA 1 11/18/01 a 19 I T7666353 I DGB 1 11 /18/01 110 I T7666354 I DGC 1 11 /18/01 11 I T7666355 I DGD 1 11/18/01 d 112 I T7666356 I V4 1 11 /18/01 The truss dipwingw referenced above have been prepared by MiTek Industries, 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, 2017. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on -referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for fife reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/T�PI-1, Chapter 2. ,`�1►IIIIIfffI�I NS A. q4,6� 0 • r 0: STATE OF Q ;_ tee. Thomas A. Albanl PE No.39380 MITek USA, InC 6904 Parke Ea sl -$Iv Tamp�FL 3361 Date: �jJ�-' 11 III Illl I�o e�ber� ,;2015� Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply T7656345 73090 A COMMON 11 Too Reference (optional) Chambers TrussFort Pierce, FL 7.640 a Sup 29 2015 rvll en II is lei, inc. . I , .. l; , I D:H7s9nZ6nPzo3OS ICk7XIq WyMDzW-S75ViVnSzYOj_KiQooQgTdm D4aGDQJSuIXJMMVyl?44 -2-0-0 8-3.12 16-0-0 23-8-4 32-0-0 34-0-0 2-0-0 I 8-3-12 7-8-4 7-8-4 8-3-12 2.0-0 co i 0 4x5 = 6.00 FIT 3X4 = 4X6 — 3X4 = 4x5 = 4x5 = Scale = 1:59.6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.67 Vert(LL) -0.35 10-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.64 Vert(TL) -0.62 10-18 >623 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.12 10-12 >999 240 Weight: 149lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-5-13 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing k be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1946/0-4-0, 8=194610-4-0 Max Horz 2=354(LC 7) . Max Uplift2=-780(LC 8), 8=-780(LC 8) FORCES. (lb) L Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ` 2-3=-2970/1072, 3-4=-2532/992, 4-5— 2361/1018, 5-6=-2361/1018, 6-7=-2532/992, 7-8=-2970/1072 BOT CHORD 12-12= 748/2666, 12-19=-314/1733, 11-19=-314/1733, 11-20= 314/1733, 10-20= 314/1733, 8-10=-748/2525 WEBS ! 5-10— 334/996, 7-10=-721/439, 5-12= 334/995, 3-12= 720/439 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,�,�� �(ft 3) E Is ; E has been designed MWd FRSa (dire pion bottom Lumber rdDlfOve load 0 plat grip DO =1. any other live loads.5ft; L=32ft; eave=oft; Cat. II; ,,`%% PS• A• . .�•. \DENS 9 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 = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb upfitt at joint(s) except 01=1b) 2=780. No 39380. _- 8=780. 1 = 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ie��ss,O N A' ` Thomas A. Atbanl PE No:39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 18,2015 Q WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for usle 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 MOW Is always reclulred;for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information, available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry Ply T7666346 73090 I ATA ATTIC 2 1 Job Reference o tional cnamoers muss, ion tierce, rL ID: H7s9nZ6nPzo3OSICk7XIgWyMDzW-wJftvro4ksWabUHcMVx3?gJUN_ej9hR2XB3wuyyl?43 5-7-3 10-3-13 15-2-0 15 •4 19-4-0 23-5-12 23• -0 28-43 33-0-13 38-8-0 40-8-0 5-7-3 4 8-11 4-10-3 0- -4 4-1-12 4-1-12 0- -4 4-10.3 4 8-11 5-7-3 2-0-0 5x6 = 6.00 12 i ro is 4x4 4x8 4x8 = 4x4 = 5x8 MT18HS= 4x4 = = = 4x4 = 5x8 MT18HS= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) TCLL 30.0 Plate Grip DOL 1.33 TC 0.31 Vert(LL) -0.51 16-18 TCDL 15.0 Lumber DOL 1.33 BC 0.49 Vert(f L) -0.77 16-18 BCLL 0.0 1` Rep Stress Incr YES WB 0.89 Horz(TL) 0.13 11 BCDL 10.0 I Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.37 16-18 LUMBER - TOP CHORD 214 SP M 30 BOT CHORD 2z6 SP 240OF 2.OE WEBS 2z4 SP No.3 BRACING - TOP CHORD BOT CHORD WEBS JOINTS l REACTIONS. (Ib/size) 1=2263/0-3-8, 11=2459/0-3-8 Max Horz 1= 424(LC 6) Max Upliftl= 628(LC 8), 11=-791(LC 8) Max Grav 1 =2359(LC 14), 11=2539(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 4725/1227, 2-3=-4465/1171, 3-4=-3599/901, 4-5=-3480/912, 5-24=-855/106, 6-24=-736/164, 6-25=736/165, 7-25= 856/106, 7-8=-3460/912, 8-9_ 3607/901, 9-10= 4412/1122,10-11— 4684/1174 BOT CHORD 1-18=925/4474, 17-18=-659/3899, 16-17=-659/3899, 15-16=-377/3280, 14-15=-638/3546, 113-14= 638/3546, 11-13=-873/4092 ,�ti 11 11►►�� WEBS 5-19=-2492/80790/494/9 0SA.3-18=-202l746218944089 519213789 131166 6910136-428 255�%144 ,9'0♦ 6-19=-39/268 ��, • • ♦✓ .'Q NOTES `e�,r,•�\G E ♦ NS'�. �•/L, ♦, • 1) Unbalanced root live loads have been considered for this design. No 39380. 2) Wind: ASCE ill; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=39ft eave=5ft; Cat. is Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 200.0Ib AC unit load placed on the top chord, 19-4-0 from left end, supported at two points, 5-0-0 apart. -� 4) All plates are MT20 plates unless otherwise indicated. : ► 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i E�� 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. ♦♦j � • � O R 1 'D. -``G% 7) Ceiling dead load (5.0 psf) on member(s). 5-19, 7-19 ♦O StS ....... ••••. \ % lied 9) Provide mechanical connecttionm chord live load (40.0 f(by others)tional of truss to bearing ptom chord late capabad load le f withstanding 1y to room. 15-16100 lb uplift at joint(s) except Qt=lb) 1=628, r��0 f,1 A` �� ����, 11=791. I Thomas A. Albans PE No.39380 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. MITek USA, Inc. FL Cert 6634 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 6904 Parke East Blvd. Tampa FL 33610 Date; ` November 18,2016 Scale = 1:74.6 m 2Iv 0 1ldetl Lid PLATES GRIP >907 360 MT20 244/190 >600 240 MT18HS 244/190 n/a n/a >999 240 Weight: 240 lb FT = 20% Structural wood sheathing directly applied or 3-2-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-19, 7-19 1 Brace at Jt(s): 19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ry ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 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. Befoje 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. Addiflonal temporary and permanent bracing k ®� h always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the EEEIII fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/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 33610 I Job Truss Truss Type OtY PIY T7666347 73090 I ATB ATTIC 3 1 Job Reference (optional) I...t I,— 1 G 1 .M 7 1 C Pnnn 1 unamDers truss, l ron rierce, rL,.,_- --.- .....-._...--__.-_, I D:H7s9nZ6nPzo3OSICk7XIgwyMDzW-simeKXpKGTml roR?TwzX4FOgvnKldbKL_VYl zgyl?41 -210-0 5-7-3 10-3.13 15-2-0 15- -4 19-4-0 23-5-12 23 -0 28-4-3 33-0-13 38.8-0 40-8-0 2-0-0 5-7-3 4-8-11 4-10-3 0- -4 4-1-12 4-1-12 0 4 4-10-3 4-8-11 5-7-3 f Scale = 1:76.2 I = 6.00 F12 5x6 4x8 = 4x4 = 5x8 MT18HS= 4x4 = 4x4 = 4x8 = V 4x4 = 5x8 MT18HS = m 3T1T 0 I 7-11.8 15-2-4 23-5-12 30-8-8 38-8-0 7-11-8 7-2-12 8-3-8 7-2-12 7-11-8 Plate Offsets (X Y)-- f2:0-4-0 0-1-151 112:0-4-0 0-1-151 LOADING(psf)i SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TO 0.31 Vert(LL) -0.51 14-16 >917 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.48 Vert(TL) -0.76 17-19 >608 240 MT18HS 244/190 BCLL 0.0" Rep Stress Incr YES WB 0.87 Horz(TL) 0.13 12 n/a n/a BCDL 10.0! Code FBC2014/rP12007 (Matrix-M) Wind(LL) -0.3717-19 >999 240 Weight: 244lb FT=20% LUMBER BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins. BOT CHORD 2�6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-20, 8-20 ` JOINTS 1 Brace at Jt(s): 20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=2454/0-3-8, 12=2454/0-3-8 Max Horz 2=-436(LC 6) Max Uplift2= 785(LC 8), 12=-785(LC 8) Max Grav2=2537(LC 14), 12=2537(LC 15) FORCES. (lb) -iMax. Comp./Max. Ten. - Ail forces 250 (lb) or less except when shown. TOP CHORD �2-3=-4683/1163, 3-4=-4411/1111, 4-5=-3592/887, 5-6=-3469/898, 6-25=-855/105, 7-25=-735/164, 7-26— 735/164, B-26=-855/105, B-9= 3469/898, 9-10=-3594/887, 10-11=-4406/1111, 11-12=-4678/1163 BOT CHORD 2-19=-863/4418, 18-19= 627/3870, 17-18=-627/3870, 16-17= 364/3269, 15-16=-627/3540, 1 14-15=-627/3540, 12-14=-863/4087 y i I I I I I I# WEBS 6-20=-2481/795, 8-20=-24817795, 6-17=-233/937, 8-16=-233/937, 4-17= 922/381, ���� �1JI 64-19= 169/700, 3-19= 428/254, 10-16= 922/381, 10-14=-168/700, 11-14=-428/254, ��OOPS, A', 44 tl 7-20_ 38/267 ♦♦�•'��• •• �-� C' Unbalanced root live loads have been considered for this design. N O 3 9380. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=39ft;, eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 200.0Ib AC unit load placed on the top chord, 19-4-0 from left end, supported at two points, 5-0-0 apart. -d 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has4been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ? _ E 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 v fit between the bottom chord and any other members. dPvv O R7) Ceiling 1 �.••� ♦, S •�•,.......• C? 9) Proof dedmeom chan ca load connection (by others) of tr ss o bearing plate capabtom chord dead load le f withstanding only 100 lb uplift at Joint(s) except Qt=lb) 2=785, ��S�O N I I 0?��,, 12=785• 1 Thomas A. Albanl PE No.39380 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. MTTek USA, Inc. Fl. Cert 6634 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 6904 Parke East Blvd. Tampa FL33610 1 Date: ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 101WI2015 BEFORE USE Design valid for us' only wlih MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual Lu9ding component, not a truss system. Before use, the building designer must verify the applicablilty of design parameters and property Incorporate this design Into the overall bullding design. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlon'available, from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. November 18,2015 6904 Parke East Blvd. Tampa, FL 33610 Job I Truss Truss Type Oty Ply T7666348 7309D B COMMON 9 1 i Job Reference (optional) a n,... � o 4.00 2015 os,.o 1 Chambers Truss,'I Fort Pierce, FL - p 49 M5 1"' '" " "' " I D: H7s9nZ6nPzo3OSl Ck7XIgWyMDzW-KuKOYtgy1 nu9Sy0B1 eUmdTx_cBeDM7G UD9HaVHyl?40 -2-0-0 6-9-11 13-0-13 19-4-0 25-7-3 31-10.5 38-8-0 40.8-0 2-0-0 6-9-11 6-3-3 6-3-3 6-3-3 6-3-3 6-9-11 2-0-0 5x6 = 6.00 12 Scale = 1:70.7 3x4 = 5x6 WB = 5x6 WB = 3x4 = 4x5 = 4x51= 3x8 = LOADING (psf) ' SPACING- 2-0-0 CS1. DEFL. in (loc) i/defi Ud PLATES GRIP TCLL 30.01 Plate Grip DOL 1.33 TC 0.38 Vert(LL) -0.30 14-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.63 Vert(TL) -0.68 12-14 >686 240 BCLL 0.01. Rep Stress Incr YES WB 0.57 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 ` Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.19 12-14 >999 240 Weight: 205 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2z4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2z4 SP No,3 I REACTIONS. (IpIsize) 2=2313/0-8-0, 10=2313/0-4-0 Max Harz2=395(LC 7) Max Upiift2=-910(LC 8), 10= 91 O(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-2-0 oc bracing. WEBS 1 Row at midpt 6-14, 7-14, 5-14 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - IMax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 3884/1392, 3-4= 3486/1305, 4-5=-3255/1317, 5-6=-2477/1042, 6-7=-2477/1042, 7-8=-3255/1317, 8-9=-3486/1305, 9-10— 3884/1392 BOT CHORD 2-16=-1050/3498, 16-23=-738/2846, 15-23— 738/2846, 15-24=-738/2846, 114-24= 738/2846, 14-25= 738/2752, 13-25= 738/2752, 13-26=-738/2752, 12-26=-738/2752, 10-12= 1050/3359 WEBS 6-14=-667/1582, 7-14— 1033/496, 7-12— 194/687, 9-12=-516/331, 5-14=-1033/496, 5-16=-194/686, 3-16=-516/331 NOTES- °° DNS A. A 1) Unbalanced to live loads have been considered for this design. ♦� • •E • • e-Q ��✓ 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst; h=15ft; B=45ft; L=24ft; eaVe=5ft; Cat. 11; ♦�� ��,••�,�C' N SF•••�j Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 i 3) This truss has (been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. No 39380.. 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 vide wild fit between the bottom chord and any other members, with BCDL = 10.Opsf. = 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=91 Cr. 10=910. ` . •. E JJ 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. V ,es,l0 N AL Thomas A. Aibani PE No,39380 MITek USA, Inc. FL Cert 66M ` 6904 Parke East Blvd. Tampa FL 33610 Date: November 18,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. D Incorporate this design Into the esign valid for use, only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, notCOPY V a truss system. Before use, the building designer must verify the applicability ofdesign parameters and property overall1building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M14m Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-69 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 33610 Job Truss Truss Type Qty Ply I T7666349 73090 B1 COMMON 3 1 Job Reference (optional) Chambers Truss, I Fort Fierce, FL — —, — it ID:H7s9nZ6nPzo3OSICk7XlgWyMDzW-p5uOlDrbo50045bNbLO?AgU9Lb_T5aVeSpl7ljyl?4? i 6-9-11 13-0-13 19-4-0 25-73 31-10-5 38.8-0 40-8-0 6-9-11 6-3-3 6-3-3 6-3-3 63-3 6-9-11 2-0-0 Scale = 1:69.5 5x6 = i 6.00 12 3x4 = 5x6 W B = 3x8 —_ 5x6 W B = 3x4 = 45 = 4x5 = 9-11-8 9-4-8 9-4-8 9-11-8 Plate Offsets (XiY)-- f1.0-1-4 Edgel (9.0-1-4 Edgel LOADING (psf) Il SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.38 Vert(LL) -0.31 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.63 Vert(TL) -0.68 11-13 >684 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.19 9 n/a n/a BCDL ' 10.0 ` Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.19 11-13 >999 240 Weight: 202 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13, 6-13, 4-13 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=2125/0-8-0, 9=2314/0-4-0 Max Horz 1= 387(LC 6) Max Upliftl— 757(LC 8), 9= 912(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3899/1404, 2-3= 3498/1315, 3-4=-3267/1328, 4-5=-2480/1045, 5-6=-2480/1045, 6-7= 3258/1320, 7-8=-3489/1308, 8-9= 3888/1395 BOT CHORD 1-15=-1064/3512, 15-22=-743/2852, 14-22= 743/2852, 14-23= 743/2852, 13-23=-743/2852, 13-24=-740/2755, 12-24=-740/2755, 12-25=740/2755, 11-25=-740/2755, 9-11=-1053/3362 WEBS 5-13— 669/1584, 6-13= 1033/497, 6-11=-195/688, 8-11= 516/331, 4-13=-1037/500, 4-15=-203/695,2-15=-522/337 ,`,�111111111/�,'' NOTES- ,t,Q0AcJ A. '4`e,'��i 1) Unbalanced roof live loads have been considered for this design. !�% • Ci 2) Wind: ASCE 7i10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. 11;`� ; '\E Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has �een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 3 9380.: --!,-�. 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 wil✓: fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=757_— .� 9=912. : • S E 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �- re 40 11-1S' f0 N Ai Thomas A. Alban) PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL.33610 Date: November 18,2015 ® WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312016 BEFORE USE. Design valid for use'only with MITekm connectors. This design Is based only upon parameters shown, and is for an Individual building component, nota truss Before the building designer the design and Incorporate this design Into the overallbuildingdesign. �° coo system. use, must verify applicability of parameters properly Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addifional temporary and permanent bracing Wd1(k Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage• delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from hiss Plate Institute, 218 N. Lee Street. Suite 312. Mexandrla, VA 22314. Tampa, FL 33610 T7666350 73090 I C COMMON 1 1 Job Reference (optional) Chambers Truss,' Fort Pierce, FL 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Nov 18 10:04:30 2015 Page 1 ID:H7s9nZ6nPzo3OSICk7XlgWyMDzW-p5uOlDrbo50045bNbL0?AgUBub615iReSp171jyl?- -2-0-0 4-0-0 8-0-0 10-0-0 2-0-0 4-0.0 4-0-0 2-0.0 Scale = 1:23.2 4x4 = 3 Im 0 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.01 Plate Grip DOL 1.33 TC 0.21 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.08 Vert(TL) -0.01 6-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.00 6-9 >999 240 Weight: 35 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2z4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 SP No.3 MiTek recommends that Stabilizers and required cross bracing x4 be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2=62610-4-0, 4=626/0-4-0 Max Horz2=112(LC 7) Max Upiift2=-309(LC 8), 4= 309(LC 8) FORCES. (lb) - IMax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 459/112, 3-4=-459/112 BOT CHORD 2-6=0/348, 4-6=0/348 NOTES- 1) Unbalanced roof five 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); 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 with any other live loads. 4) ` This truss ha's 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.A 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=309, DNS . o`�� O 6) Semi -rigid pitihbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. `oo�o�`r,• �\ G E•fV 5�;.•• �i ��' No 39380. -: I r E Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 18,2015 ® WARNING. Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. Design valld for uselfonly with MITek® connectors. ]his design Is based only upon parameters shown, and Is for an Individual building component, not �' /p� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall {j building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing r M� l�j `+=�7 �f4 �fp[{r—�✓�,)� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ricatlon stora e' delive , erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component fab fl u ry 9 ty 6904 Parke East Blvd. fJ Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 I Job Truss Truss Type Oty Ply 77666351 73090 C1 COMMON 2 1 Job Reference (optional) Chambers Truss, I Fort Pierce, FL I 4x4 = 3x4 = 7.640 s Sep 29 2015 M71 ok indusII as, Inc. rage , I D:H7s9nZ6nPzo3OS ICk7XIq WyMDzW-HHSmyZrDZO8tiF9Z83XEiuON9?Rxg8cngTmha9yl?4_ 8-0-0 4-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 I Plate Grip DOL 1.33 TC 0.12 Vert(LL) -0.01 4-7 >999 360 TCDL 15.0'I Lumber DOL 1.33 BC 0.10 Vert(TL) -0.02 4-7 >999 240 BCLL 0.01 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n1a n/a BCDL 10.01 Code FBC20141TP12007 (Matrix-M) Wind(LL) 0.01 4-7 >999 240 LUMBER - TOP CHORD 2k4 SP M 30 BOT CHORD 2z4 SP M 30 WEBS 2i 4 SP No.3 I Scale = 1:18.1 3x4 = PLATES GRIP MT20 244/190 Weight: 28 lb FT = 20% 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. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=440/0-4-0, 3=440/0-4-0 Max Harz 1=-74(LC 6) Max Upliftl= 157(LC 8), 3=-157(LC 8) FORCES. (lb) - IMax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD (-2=-515/165, 2-3=-515/165 I BOT CHORD 4= 76/389, 3-4=-76/389 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf 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 `'1 1 111 11 111 1 111 fit between thel bottom chord and any other members. %% A. ���� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)1=157, `%�% Op,S ALB �i,, 3=157. ` w� �O . • G E N .9 ✓i 6) "Semi rigid pitihbreaks including heels" Member end fixity model was used in the analysis and design of this truss. � �. ; ' V ••, 2j ✓� i No 39380. -ft� t0 N Ai ,`�� 1 Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 18,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for uselonly with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not O 1 a truss system. Before use, the building designer must verily 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 M iTek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication- storagei delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute- 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 I Job Truss Truss Type Oty PIY T7666352 73090 I DGA GABLE 1 1 Job Reference (optional) I - Chambers Chambers Truss, Fort Pierce, FL 7.640 s Sep — 2 1 i e n us ras, n . I D:H7s9nZ6nPzo3OS ICk7XIgW yMDzW-IT08AusrKiGkJ Pkmim2TF5ZWVOosZZfwv7W E5byl?3z 16-0-0 32-0-0 16-0-0 16-0-0 Scale=1:61.6 4x4 = 6.00 12 11 34 33 32 31 30 Z9 Zn Z/ z0 40 cv cu cc I 5X6 = Plate Offsets (X;Y) j2:0-4-0 0-1-151 f20:0-4-0 0-1-15) (28:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.01 Plate Grip DOL 1.33 TC 0.24 Vert(LL) -0.02 21 n/r 120 MT20 244/190 TCDL 15.0 � Lumber DOL 1.33 BC 0.06 Vert(TL) -0.04 21 n/r 90 BCLL 0.01. Rep Stress Incr NO WB 0.20 Horz(TL) 0.01 20 n/a n/a BCDL 10.0 I Code FBC2014fFP12007 (Matrix) Weight: 196 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2z4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2z4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation guide. REACTIONS. IAII bearings 32-0-0. (lb) - Max Horz 2=-341(LC 6) Max Uplift All uplift 100 lb or less at joints) 29, 34, 27, 22 except 2=-249(LC 8), 30=-110(LC 8), 31=-105(LC 8), 32=-104(LC 8), 33— 112(LC 8), 26=-110(LC 8), 25=-105(LC 8), 24=-104(LC 8), 23=-112(LC 8), 20= 249(LC 8) Max Grav All reactions 250 lb or less at joint(s) 28, 29, 30, 31, 32, 33, 27, 26, 25, 24, 23 except 2=436(LC 1). 34=335(LC 13), 20=436(LC 1), 22=346(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 9-10_ 120/253, 10-11=-102/309, 11-12=-89/309, 12-13=-68/253 WEBS 4-34= 261/126, 18-22=-271/126 NOTES- I 1) Unbalanced roof live loads have been considered for this design. t"11111,11/it.. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=45ft; L=32ft; eave=2fh Cat. II; ,�� A. I�� Abe III, Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ,%�� \, O E N S�.••�% Aso Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. ,��,``r,•��G 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. •• � NO 39380...—�t� - 6) Gable studs spaced at 2-0-0 oc. 1k 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. o �' 8) ' 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 thel bottom chord and any other members. . V E 9) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s) 29, 34, 27, 22 except', 30=110, 33=112, 26=110, 25=105, 24=104, 23=112, 20=249. V, at=lb) 2=249, 31=105, 32=104, .��l�ti 10) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ,II �s • •0 R ` 001N A; E���. Thomas A. Alban) PE No.39380 MITek USA, Inc. R. Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date. November 18,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for uQ only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, nota truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overallbuilding R design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage/ delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply I T7666353 73090 '` DGB GABLE 1 1 Job Reference (optional) omc os,.e I chambers lTOee,i I -on VIeT09, YL lCk7XI WyMD-•-•-•8vbau-sJ � - -- - - -- ID:H7s9nZ6nPzo30SICk7XIgWyMDzW-hs8vbau5sJXSZju8g64xKWepMCOs1 LEDNR?L9Uyl?3x I 13 1 -0 _-038-8-0 -2-14 449 977-2-0-0 6-0-9 6-0 7-2-14 C 2 01 5x8 = LOADING (psf) TCLL 30.0 TCDL 15.01 BCLL 0.0 BCDL 10.0 i LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 26 SP No.3 OTHERS 2X4 SP No.3 3x6 .`- 6 5 5x6 = 6.00 F12 3x5 = 3x6 3x6 = Scale = 1:74.2 13 ro 141-T 20 45 3x8 = 46 18 47 16 Sx8 = 3x6 = 3x6 = SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP Plate Grip DOL 1.33 TC 0.44 V1ert(LL) -0.16 19-21 >666 360 MT20 2441190 Lumber DOL 1.33 BC 0.41 vert(TL) -0.33 21-38 >369 240 Rep Stress Incr NO WB 0.71 F�orz(TL) 0.02 13 n/a n/a Code FBC20141TPI2007 (Matrix-M) Wind(LL) 0.0621-38 >999 240 Weight: 261lb FT=20% CHORD CHORD REACTIONS. IAII bearings 28-4-0 except Qt=length) 13=0-4-0. (lb) - Max Horz 2=-384(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-285(LC 8), 21— 463(LC 8), 19=-334(LC 8), 16= 462(LC 8), 13=-302(LC 8) Max Grav All reactions 250 lb or less at joint(s) 17 except 2=590(LC 17), 21=1327(LC 13), 19=948(LC 1), 16=1217(LC 18), 13=596(LC 18), 2=584(LC 1) Structural wood sheathing directly applied or 6-0-0 oc puriins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 13-15. 1 Row at midpt 8-19, 9-19 1 Brace at Jt(s): 35 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - IMax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-159/261, 4-5— 117/452, 5-6=-96/638, 6-7=-42/258, 7-8=0/311, 8-9=0/312, 9-10=-58/593, 10-11=-79/374 �{{111►►11 BOTCHORD 18--46— =- 181/290, 17-18=-181/290, 17-47=-181/290, 16-47181/290 19-46=-181/290, ��,`PS A. q4e�A��-� WEBS4-21=-585/347, 6-21=-732/290, 8-19= 647/126, 9-16= 746/270, 11-16— 679/332, 11-15=0/258 l� ' No 39380. ' NOTES- : —:--1� 1) Unbalanced roof live loads have been considered for this design. Z 2) Wind: ASCE 7F10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; B=45ft; L=241t; eave=5ft; Cat. t Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 = 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face); see Standard Industry E� Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. V 4) All plates are 3x4 MT20 unless otherwise Indicated. ♦0.c 5) Gable studs spaced at 2-0-0 oc. �i ••' `,� R �`�� ��� 6) This truss hasteen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Rio ss 7) ' 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 =1 O.Opsf. 141111 1woo o 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint 2, 463 lb uplift at joint 21 Thomas A. Albani"PE No.39380 , 334 Ib uplift at joint 19, 462 lb uplift at joint 16, 302 lb uplift at joint 13 and 285 lb uplift at joint 2. MiTek USA, Inc. FL Cert 6634 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6904 Parke East Blvd. Tampa FL 33610 Date; November 18,2015 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-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 . MI a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` building design. Bracing prevent of Is always required for stability and to prevent collapse wish possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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 33610 i Job Truss Truss Type Oty PIY T7666354 73090 DGC GABLE 1 1 Job Reference (optional) Urod Alm, 1N 1n•nd•AS 9n15 Pnm 1 Chambers Tiuss, Fort Fierce, FL I D:H7s9nZ6nPzo30SICk7Xlq WyMDzW-92hHowvjddfJAtTLN ubAtk619cgsmwUNb5kuiwy173w 19.4.0 38-8-0 19-4-0 19-4-0 cm 0 5x6 = 6.00 12 3x6 = 3x6 = Scale = 1:74.3 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.24 Vert(LL) -0.02 25 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.04 Vert(TL) -0.05 25 n/r 90 BCLL 0.0 �` Rep Stress Incr NO WB 0.20 Horz(TL) 0.01 24 n/a n/a BCDL 10.0 I Code FBC2014ITP12007 (Matrix) Weight: 258 lb Fr = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2z4 SP M 30 OTHERS 2z4 SP No.3 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. WEBS 1 Row at midpt 13-35, 12-36, 14-34 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 38-8-0. (lb) - Max Horz 2= 423(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 36, 44, 34, 26 except 2=-234(LC 8), ` 37=-113(LC 8), 39= 104(LC 8), 40= 105(LC 8), 41= 106(LC 8), 42=-101(LC 8), 43=-121(LC 8), 33= 113(LC 8), 31=-104(LC 8), 30=-105(LC 8), 29- 106(LC 8), 28=-101(LC 8), 27=-121(LC 8), 24=-234(LC 8) Max Grav All reactions 250 lb or less at joint(s) 35, 36, 37, 39, 40, 41, 42, 43, 34, 33, 31, 30, 29, 28, 27 except 2=419(LC 1), 44=259(LC 1), 24=419(LC 1), 26=270(LC 14) 1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 288/263, 3-4=-264/298, 4-5=-277/276, 5-6=-250/251, 10-11=-169/257, 76/257 0�1�11111�lI, 11-12=-149/321, 12-13= 130/374, 13-14=-116/374, 14-15=-95/321, 15-16- 0, APS A' A ` ,♦� NOTES- 1 Unbalanced roof live loads have been considered for this design. B,�♦ `�• •E•N • • '9 ,�`r,•��G S'�••�/j/j �♦, 2) Wind: ASCE 71L10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=39ft; eave=2ft, Cat. II I •• No 39380. Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry s. Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 3z4 MT20 unless otherwise indicated.- = 5) Gable requires continuous bottom chord bearing. •• S E �. 6) Gable studs spaced at 2-0-0 oc. This truss has been designed for 10.0 bottom chord live load nonconcurrent with'any other live loads. s ♦"I 7) a psf 8) ' 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 s� �•• (� R 1 0.•• ��,�� fit between the pottom chord and any other members. eSIS� • • 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 36, 44, 34, 26 except r, O N AL �o �1'r Qt=lb) 2=234, 317=113, 39=104, 40=105, 41=106, 42=101, 43=121, 33=113, 31=104, 30=105, 29=106, 28=101, 27=121, 24=234. if 1111101 10) "Semi -rigid pit'chbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Alban) PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date; November 18,2015 ® WARNING - Verlly1design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGE M11.7473 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 IA1ls/1r / a truss system. Befor use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Brcing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mew CJ Is always required f r stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage delivery, erection and bracing of trusses and truss systems, seeANSI/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 33610 73090 1 IDOD IGABLE 4-0-0 8.0-0 4-0-0 4-M Scale: 1/2"=1' ' 4x4 = 6.00 F2 I Im 0 Plate Offsets (X Y)-- • (2:0-4-0 0-1-151 (6:0-4-0 0-1-151 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.24 Vert(LL) -0.02 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.09 Vert(TL) -0.03 7 n/r 90 BCLL 0.0 r Rep Stress Incr NO WB 0.07 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 i Code FBC2014ITP12007 (Matrix) Weight: 38lb FT=20% LUMBER- I BRACING - TOP CHORD 2> 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or B-0-0 oc purlins. BOT CHORD 2> 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=37218-0-0, 6=37218-0-0, 8=508/8-0-0 Max Horz2=-100(LC 6) Max Uplift2=-287(LC 8), 6=-287(LC 8), 8=-43(LC 8) Max Grav2=396(LC 17), 6=396(LC 18), 8=508(LC 1) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-8=-408/73 NOTES- 1) Unbalanced rolof 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=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.A, 4) Gable requires continuous bottom chord bearing. �� wpPcJ A4Q�I�� 5) Gable studs spaced at 2-0-0 oc. �� �.� • • G E N '9 �i 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� ; • �� `SAC`••, 2i �� 7) • 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 •• i fit between the bottom chord and any other members. No 3 93 80. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=lb) 2=2® 6=287. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • ST E :•�/� iAt..t0 N Ai �E ��%% Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 i Date: November 18,2015 I ® WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 1010312016 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 1 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage,ldelivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information av®labte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 i Job ` Truss Truss Type Qty, Ply T7666366 73090 � V4 VALLEY 1 1 Job Reference (optional) K—T 1dt im Inn Wed Ncv 1 A 1 n•04:A79Q75 Pant Chambers Truss,1 Fort Pierce, FL V �- 3x4 ID:H7s9nZ6nPzo3OSICk7XIgWyMDzW-5Rp1 DcW_8EvOQAdjVJeey9GPOPTSEt5g3PD?mpyl?3u 4-0-0 2-0-0 3x6 = 2 3x4 Scale = 1:7.8 Plate Offsets (X Y) 12:0 3 0 Edgel LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 30.01, Plate Grip DOL 1.33 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.01 Lumber DOL 1.33 BC 0.16 Vert(TL) nla n/a 999 BCLL 0.0 f-, Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.01 Code FBC2014/TPI2007 (Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (I /size) 1=152/4-0-0, 3=152/4-0-0 Max Horz 1=-26(LC 6) Max Upliftl=-54(LC 8), 3= 54(LC 8) FORCES. (lb) -`Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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 13=45111; L=24ft eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has Ibeen 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 willfit between the bottom chord and ,�,�� I % 6 Provide mechal nical connection (b n others) of truss to bearing late capable of Withstanding 100 lb uplift at joints 1, 3. ,��OONS A. ;44e O�j,' (Y ) 9P P 9 P 1 O 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �% No 39380.._ L l . R E L� its.<pR�O,\��� j O N A� yE; +�% Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R.33610 Date: November 18,2015 ® WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE Design valid for uselonly with MITek® connectors. This clesign Is based oNy 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 Mire 0 1 Is always required f r stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the p fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. btDimensions are in ft-in-sixteenths, Apply plates to both sides of truss and fully embed teeth, 0-1/11, For 4 x 2 orientation, locate plates 0-1he" 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 4width 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/TPII : National Design Specification for Metal -- —Plate Connected -Woo cuss Con- st�ucti 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 0 c O U 0- 0 F- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved t MiTek` MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® general Safety Notes a 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 themselven 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 atjoint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 1 W. 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 plctures)-before use.. Reviewing pictures alone is not sufficient, 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.