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HomeMy WebLinkAboutTRUSS 3-22-16,r 01 Lumber design values are in -accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. iTe ka . , `� a I, R J31.067A - MiTek USA, Inc. Si Information: 6904 Parke East Blvd. C 'stomer Info: Mel-Ry Const Project Name: Floyd Model: Tampa, FL 33610 4115 Lot/Block: 740 ---Subdivision: Venture III Address: 10701 S Ocean Dr. , Ci . Jensen Bch., Martin Co. State: Florida Na,I e Address and License # of Structural Engineer of. Record, If there is one, for the building. Na 'I e: License #: Cit' : State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Lo' ding. Conditions): D 16ign Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.0 W d Code: ASCE 7-10 [All HeighH Wind Speed: 160 mph R of Load: 45.0 psf Floor Load: N/A psf Th's package includes 41 individual, dated Truss Design Drawings and 0 Additional Drawings. wi h my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet co ��forms to 61G15-31.003, section 5 of the Florida Board.of Professional Engineers Rules. N '[ ISe6l# I Truss Name ::Date No. Seal# Truss: jVame Date 1 T8067577 -CA 2/17/016 18 ITS067594 C01 (' 2/17/016 2 1 . T8067578' --CJ3 2/17/016 119 IT8067595 I CO2 2/17/016 3 . T8067579 --CM 2/17/016 120 T8067596 IC03 2/17/016 4 11 IT8067580 -CJ5 2/17/016 121 T8067597 EJA01, 2/17/016 5 1 T8067581 -C.J5B 2/17/016 22 T8061698 EJA02 2/17/016 6 11 IT8067582 -ER 2/17/016 23 T8067599 .:EJA03 2/17/016 7 11 IT8067583:-HJ7 2/17/616 124 IT8067600 EJA04 2/17/016 8 ,I IT8067584 A01 2/17/016 125 IT8067601 IEJA05 2/17/016 9 I IT80.67585 A02: 2/17/016 26 1 T8061602 EJA06: 2/17/016 10 11 T8067586 A03 2/17/016 127 IT8067603 EJA07 -2/17/016 ill T8067587 : A04 2/17/016 128 T8067604 EJA08 2/17/016 12 II . T8067588.. A05 2/17/016 129 T8067605 ::EJA09 2/17/016 13' IT8067599 A06 2/17/016 130 T8067606 IEJA10 2/17/016 'Al IT8061590 B01 2/17/016 131 - T8067607 JEJB01 2/17/016 15 it . T8067591.. B03 2/17/016 132 T8067608 IEJB02 2/17/016 11611 T8067592 JB04G 2/17/016 133 T8067609 I.EJB03 2/17/016 171 IT8067593 B02 2/17/016 134 IT8067610 IEJB04 2/17/016 The iruss drawing(s) referenced above have been prepared by MiTek Ind stries, Inc. under my direct supervision based on the parameters pro ��ided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My �i icense renewal date for the state of Florida is February 28, 2017. IM �ORTANT NOTE: Truss Engineer's responsibility is solely for de ,gn of individual trusses based upon design parameters shown on eferenced truss drawings. Parameters have not been verified as ppropriate for any use. Any location identification specified is for Ile reference only and has not been used in preparing design. Sui ability of truss designs for any particular building is the res onsibility of the building designer, not the Truss Engineer, perANSI/TPI-1, Chapter2. .%OMNS A. 9 0 '. STATE OF J# % Thomas A. Mani PENo.39380 MITek USA, Inc. FL Cert 6634 6904 Paike East Blvd. Tampa R. Date: February 17,2016 Albani, Thomas 1 of 2 RE: J31067A - (Site Information: Customer Info: Mel-Ry Const Lot/Block: 740 Address: 10701 S Ocean Dr. City: Jensen Bch., Martin Co. Project Name: Floyd Model: Subdivision: Venture III No. I Seal# Truss Name I Date 35 IT8067611 I EJ B05 2/17/016 136 IT8067612 = I EJB08 12/171616 137 I T8067613 . I EJB07 12/17/016 138 IT8067614 I HJA 12/17/016 139. IT8067615 I HJB. I2/17/016 140 IT8067616 I HJB2 '12117/016 141 I,T8067617 I HJB3 12/171016 State: Florida 2 of 2 Job I Truss Truss Type Qty Ply T8067577 J31067A —CJ1 Jack -Open 8 1 i Job Reference o tional test uoa4,t I russ, rL viefce, FL :14y4b a.uuu s don o zulb ml1 ex Inausvles, Inc. wee reD T / 11:Ia:za zulb rage 1 ID:ghkbivULnrdTgrrx2EISivzkXyD-hALI( NgBSfzBRZe7WLWixb WNAP9olDOyYdaipzkFLS 1-0-0 1-0-0 3.00 12 Scale =1:5.8 2 3x4 = 0-11-8 1-1-8 0-11-8 0-2-0 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0 00 1 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.00 Vert(TL) -0.00 1 >999 180 • BCLL 0.0 Rep, Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) TOP CHARD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 2EACTI S. (lb/size) 1=59/Mechanical, 1=59/Mechanical; 1=59/Mechanical Max Horz 1=26(LC 4) Max Uplift 1=-93(LC 4) Max Mom 1=5351b-in(LC 4), 1=-380lb-in(LC 1), 1=-380lb-in(LC 1) :ORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 4 Ito FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. 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 ride. NGTES- 1) Wind: SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. II; Exp O; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates hecked for a plus or minus 0 degree rotation about its center. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bellween the bottom chord and any other members. 4) Refer t girder(s) for truss to truss connections. 5) Provid( mechanical connection (by others) of truss to beating plate capable of withstanding 93 lb uplift at joint 1 and 93 lb uplift at joint 1.i 6) "Semi- gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A. %,,`,, PSG ' No 3938Q _o r ir r .0 r rnn�n Thomas A. Mani PE H6.39380 m rek USA, Inc.A Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 17,2016 A WApNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. . Design ll valid for use only with MneW connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss buldln' Is tem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` alwa fabricc required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the f Ion, storage, delivery, erection and bracing of trusses and truss systems, see Safety ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component formallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss s Type City Ply J31067A T8067578 I -CJ3 6 1 FJ..sk-Open East Co I§t Job Reference o tional Truss, Ft. Pierce, FL 34946 8.000 s Jan 5 2016 MiTek Industries, Inc. Wed Feb 1711:19:29 2016 Page T ID:ghkbivULnrdTgrr2EIS1vzkXyD-hALK NgBSfzBRZe?WLWrxb-UoANgolDOyYdaipzkFLS 3-0-0 3-0.0 Scale =1:8.1 , 3.00 FIT 2 I �X_ I d 1 d a I ST1.Sx STP- _ 3 Qo Qo 3x4 = 0-6-0 3-0-0 2-6-0 Plate Offs its X Y - 1:0-4-8 0-0-2 LOADIN I, (psf) SPACING- TCLL 20.0 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.13 DEFL. in (loc) Well Ud Vert(LL) -0.00 7 >999 240 PLATES GRIP MT20 TCDL 7.0 LumbefDOL 1.25 BC 0.16 Vert(TL) -0.00 3-7 >999 180 244/190 BCLL t BCDL 0.0 10.0 Rep Stress Incr YES Code FBC2014/TPI2007 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix-M) Weight: 9 lb FT = 0% LUMBER- TOP CHO BOT CHO BRACING - D 2x4 SP No.3 TOP CHORD Structural wool] sheathing directly applied or 3=0-0 oc purlins. D 2x4 SP No.3 BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. ek recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer Fbe REACTIO allation uide. S. (lb/size) 1=152/0-8-0, 2=51/Mechanical, 3=15/Mechanical Max Horz 1=67(LC 4) Max Uplift 1=-134(LC 4), 2=-87(LC 4) Max Grav 1=152(LC 1), 2=51(LC 1), 3=34(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A II; Exp CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 2) Plates checked 3) This truss Ii plate grip DOL=1.60 for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent 4) ` This in. will fit be with any other live loads. s 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 the 5) Refer to een bottom chord and any other members. irder(s) for truss to truss connections. A• 6) Provide joint 2. ��,`Q`v`AS achanical.connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 1 and 87 lb uplift at i ��`�,�NG E IV S+ 7) "Semi-ri id / • pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. No 3..938Q. E I Thomas A. Alban] PE No.39380 MITek USA, Inc. FL Cert 6634 69M Parke East Bht Tampa FL 33610 Date: February 17,2016 A WARN) G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE Design valid a truss system. PAGE MI)-7473 rev. 1010312015 BEFORE USE. for use only with MTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not• Before use, the building designer must verity the appricobTty of design building c is always parameters and properly incorporate this design Into the overall 'sign. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing r quved forstabllity and to prevent collapse with possible personal injury and property damage. For MiTek" fabricatic Safety Inf., general guidance regarding the i4 storage, delivery, erection and bracing of trusses and truss systems, see ANSI(TPIT Quality Criteria, DSB-89 and BCSI Building Component anon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6964 Parke East Blvd. Tampa, FL 36B10 I Job Truss Truss Type Qty Ply i T8067579 J31067A -CJ3B Jack -Open 2 1 II Job Reference o tional East Cost Truss, FL Pierce, FL 34946 3x4 = 3-0-0 8.000 s Jan 5 2016 MiTek Industries, Inc. Wed Feb 1711:19:30 2016 Page 1 ID:ghkbivULnrdTgrrx2EIS1 vzkXyD-9MviCjrpDy513jDC431 iUoXf rajmXIS9BCN8EFzkFLR LOADIN (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/defl L/d TCLL 20,0 Plate Grip DOL 1,25 TC 0.14 Vert(LL) 0.01 3-6 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.01 3-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) LUM TOP BOT NOTES- 1) Wind:, II; Exp 2) Plates 3) This in 4)' This I ✓will fit I 5) Refer t 6) Provid and 21 7) "Semi- 2x4 SP No.3 2x4 SP NO.3 Qb/size) 1=109/0-8-0, 2=66/Mechanical, 3=43/Mechanical Max Horz 1=67(LC 4) Max Uplift 1=-96(LC 4), 2=-92(LC 4), 3=-21(LC 4) Max Grav 1=109(LC 1), 2=66(LC 1), 3=49(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:8.1 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD Rigid. ceiling'directiy applied or 10-0-0 oc bracing. [WiTel recommends that Stabilizers and required cross bracing benstalledduring truss erection, in accordance with Stabilizer Inallation aide. 3CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. �; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 lecked for a plus or minus 0 degree rotation about its center. ;s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1ss 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 1ween the bottom chord and any other members. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 1, 92 lb uplift at joint 2 b uplift at joint 3. aid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ``,,�►1111111����,' AZ No 3938 .. - �: • ► /�i + E00 f111111l1 Thomas A Albald PE No.39380 MITek USA, Inc. FL tielt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 17,2016 A w ING -Verily design paramefen and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design Ild for use only with M7ek0 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not • a truss tem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall bu➢din design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITe'Ca 8 alw required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdo 'on, storage, delivery, erection and bracing of trusses and truss systems, see ANSI17PI7 Quality Criferla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I iformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply T8067580 131067 —CJ5 Jack -Open 6 1 Job Reference optional) Cass "yP51 I ru59, N. YleMe, M ,54e40 R 3x4 = 5-0-0 a.000 S Jan a zuTb MI I eK InausUles, Inc. vvec FeD T t T T:iu:Su zuTb rage T ID:ghkbivULnrdTgrrx2EIS1 vzkXyD-9MvigrpDy513jDC431 iUoXbpafrXI89BCNBEFzkFLR Scale = 1:11.2 0.6-2 5-0-0 0-6-0 4-6-0 LOAD[ II G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.02 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0:04 3-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-S) Weight: 15lb FT=O% TOP CH RD 2x4 SP No.3 BOT CH RD 2x4 SP No.3 I 1) Wind: II; Exp 2) Plates 3) This It 4) • This will fit 5) Refer 6) Provic joint 2 7) This b 3. (lb/size) 1=220/0-8-0, 2=103/Mechanical, 3=42/Mechanical Max Horz 1=113(LC 4) Max Uplift 1=194(LC 4), 2=166(LC 4) Max Grav 1=220(LC 1), 2=103(LC 1), 3=74(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. 1; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 lecked for a plus or minus 0 degree rotation about Its center. ;s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Iss 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 1ween the bottom chord and any other members. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 1 and 166 lb uplift at ;s design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum ;k be applied directly to the bottom chord. �1111�1,!lIII O�PS A. N6 39380 • E : ,/L Thomas A. Alban] PE No.39380 Mirek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 17,2016 AWA NING-Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design Yalld for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not • a truss ystem. Before use, the building designer must verify the applcabirity of design parameters and properly Incorporate this design Into the overall buldin I design. Bracing Indicated Into prevent buckling of Individual truss web and/or chord members only. Additional temporary, and permanent bracing WOW alw ' required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcc lion, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety riformalion available from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. I Tampa, FL 36610 Job Truss Truss Type Qty Ply � T8067581 J31067A -CJSB JACK -OPEN 2 1 Jab Reference (optional) test Goast I russ, rL mefce, rL J4'd4b E 3x4 = 5-0.0 a.uuu s uan a zulb iwI I eK mausmes, inc. vvea reo l r i i:_i asi zu io rage I ID:ghkbivULnrdTgrrx2EIS1 vzkXyD-dZT4P3rS_GDuhtoOdmZx00417_zYGCilQs6hmizkFLQ LOADIN (psf) SPACING- 2-0-0 CSI, DEFL. in (too) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.08 3-6 >781 240 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.68 3-6. >770 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a • BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) LUM TOP BOT NOTES- 1) Wind:, II; Exp 2) Plates 3) This to 4) • This will fit 1 5) Refer 1 6) Provid joint 2 7) This tr 2x4 SP No.3 2x4,SP No.3 (lb/size) 1=183/0-8-0, 2=118/Mechanical, 3=65/Mechanical Max Horz 1=113(LC 4) Max Uplift 1=161(LC 4), 2=171(LC 4). 3=19(LC 4) Max Grav 1=183(LC 1), 2=11 B(LC 1), 3=B5(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:10.5 PLATES GRIP MT20 244/190 Weight: 15 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigidceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. ,E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 inked for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ;s 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 veen the bottom chord and any other members. irder(s) for truss to truss connections. iechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 1, 171 lb uplift at i 19 lb uplift at joint 3. design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and Y." gypsum be applied directly to the bottom chord. ```,�Illllt111��14- No 3938U. r • E • •,�S'`S(0NA11 110 Thomas A, AlbanlPE No.39380 MITek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: February 17,2016 AWAR 1NG • 1/edfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7477 rev. 10/03/2015 BEFORE USE. Design jblid for use only with MaekO 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 appricabOity of design parameters and properly incorporate this design into the overall building �esgn'rac'nl. g Indicated is to prevent bucklingof individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is alwayequlredfor s}abilityand to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatn, storage, delivery, erection and bracing of trusses and truss systems, see gN51(TPI7 Qualify craerla, DSB-B9 and BCSI Building Component 6904 Parke Easl Blvd. Sarely I rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna. VA 22314. Tampa, R. 36610 Job ' Truss Truss Type Qty Ply T8067582 J31067A I �!t -EJ7 Jack -Open 10 1 Job Reference (optional) was s,vfla, n u rs. nci � oyaYu 7-0.0 3x4 = a.VVU 5 don a 4UI0 1Vll r eK Inau51rle5, Inc. vveu reu -i if -i-I:Ie:.TI zu to rage l ID:ghkbivULnrdTgm2EIS1 vzkXyD-dZT4P3rS_GDuhtoOdm7x004e1_uwGCilQs6hmizkFLQ LOADIN (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deb Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.18 3-8 >450 240 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.21 3-8 >402 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) LUMBE TOP CF BOT Cl- NOTES- 1) Wind: II; Exp 2) Plates 3) This tr 4) • This will fit 5) Refer, 6) Provid and 2� 7) This tr 2x4 SP No.3 2x4 SP No.3 (lb/size) 2=160/Mechanical, 3=77/Mechanical, 1=277/0-5-8 Max Hors 1=159(LC 4) Max Uplift, 2=241(LC 4), 3=9(LC 4), 1=245(LC 4) Max Grav 2=160(LC 1), 3=113(LC 3), 1=277(LC 1) (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale=1:13.5 PLATES GRIP MT20 244/190 Weight: 21 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied, . MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ICE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. ; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate,grip DOL=1.60 iecked for a plus or minus 0 degree rotation about its center. s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ss 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 Ween the bottom chord and any other members. 3irder(s) for truss to truss connections. nechanical connection (by others) of truss to bearing plate capable of withstanding 241 lb uplift at joint 2, 9 lb uplift at joint 3 lb uplift at joint 1. s design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and Y2" gypsum k be applied directly to the bottom chord. ,`,�111111111II��I,. 0pS 00 No 3938,._ Thomas A. Albant PE No.39380 INrrek USA, Inc. FLGert 6M 69N Parke East6lvd, Tampa FL 33610 Date: February 17,2016 AWARd G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 101032015 BEFORE USE. Design v id for use only with M7ek0 connectors. This design Is based only upon parameters shown, and is for an individual building component, not ' a'- s 1em. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bulding eslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ' MiTek' Is always ' quired for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fobricoti , 4 �Istorage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety In rmallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. II Tampa, FL 36610 Truss Truss Type(ltyPly067A T8067583 rJ3ob1 -HJ7 Diagonal Hip Girder 4 1 � Job Reference (optional) East Coat Truss, Ft. Pierce, FL 34946 8.000 s Jan 5 2016 MiTek Industries, Ina Wed Feb 1711:19:32 2016 Page 1 ID:ghkbivULnrdTgrr 2EIS1vzkXyD-511SdPs4laLllONaBU4AZDGSWNJX7ZISeWsFl8zkFLP 5-6-5 9-10-1 5.6-5 4-3-12 Scale=1:18.6 3x4 = LOADIN (psfl SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 120.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.13 5-6 >897 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.13 5-6 >911 180 BCLL 0.0 Rep Stress ]nor NO WB 0.43 Horz(TL) -0.02 4 n/a n/a BCDL 110.0 Cade FBC2014/TPI2007 (Matrix-M) Weight: 37 lb FT=0% LUMBER I BRACING - TOP CHO, D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-4-0 oc purlins. BOT CHO D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-1¢ oc bracing. WEBS 2x4 SP N6.3 MiTek recommends.that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIO S. (Ib/size) 3=0/Mechanical, 4=295/Mechanical, 1=564/0-7-12 Max Horz 3=1146(LC 4), 1=957(LC 4) Max Uplift, 4=-272(LC 4), 1=714(LC 4) Max Grav 4=295(LC 1), 1=564(LC 1) FORCES. 111(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 1-2=1778/2287, 2-3=-720/1133 BOT CHO D 1-6=1230/1058, 5-6=1230/1058 WEBS I 2-5=1086/1263 NOTES- 1)Wind: A CE 7-10; Vult=l7omph (3 second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=oft; Cat. II; Exp Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates c ecked for a plus or minus 0 degree rotation about its center. �%J1117111/11 3) This tru • s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. % A�e J�i� 4) This t ss 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 ♦�� O�P '9A_ will fit b 5) Refer to �ween the bottom chord and any other members. ♦� �� ;•'� (`j E N S'• for truss F�'.� girder(s) to truss connections. ♦ .' �r 6) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 272 lb uplift at joint 4 and 714 lb uplift at • ! No 39389. joints. 7) "Semi-ri id pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger( or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 109 lb up at 4-1-14, lb down and 98 lb up at 4-1-14, and 80 )b down and 194 lb up at 6-11-13; and 70lb down and 187 lb up at 6-11-13 on top chor lb down , and 15 lb down and 38 lb up at 4-1-14, 1 lb down and 2 lb up at 4-1-14, and 36lb down'and 47 lb up at 6-11-13, and 22 E 't 6-11-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. C(� 9) In the L D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). r ♦♦ `4 ORLOAD CA :---(S) Standard JI SU JJI 1) Dead + Uniform of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 j��ON 'loads (plf) art: 1-3=-54, 4-7=-20 Thomas A. Albans PE No 39380 Concen ted Loads (lb) MiTek USA, lit FL Cert 6634 art: 12=-3(B) 13=-68(F=-27, B=42) 14=-14(F=2, B=-15) 15=-51(F=-14, B=-36) 6904 Parke East Blvd. Tampa FL33610 Date: February 17,2016 AWARN -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIf-7473 10/03/2016 BEFORE USE. ' Design iNG rev. v Ild for use only with MTekS connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss bulding tem. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall esign. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing '6quired MITek" Is always for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the '�, fabricati Salety Int storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPl1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Irmation Tampa, FL 36610 Job ! Truss Truss Type Qty Ply T8067584 TJob J31067A A01 Common 3 rence (optional) tast liO�151 1 russ, rL rlerce, rL J4a'w 6-0-8 4-11-8 4x5 = 3.0o 12 3 1x4 2 8 3x4 = LOADIN (psf) TCLL 20.0 TCDL 7.0 BCLL I 0.0 BCDL 10.0 LUMBE 1 TOP CH RD 2x4 SP No.2 BOTCH RD 2x4 SP No.2 WEBS I 2x4 SP No.3 o.uuu a jai' r ayo ID:ghkbivULnrdTgrrx2EIS1 vzkXyD-Zxaggkt WtTcwAymlBbP5R91 Rncdk3xbtAborazkFLO 15-11-8 22-M 4-11-8 6-0-8 Scale=1:37.8 1x4 4 7 6 3x4 = 3x4 = 5 TP = 1 4x4 = 7-2-5 6-7-5 7-8-5 3.Edoel SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.34 6-8 >77.2 240 MT20 244/190 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.41 6-8 >650 180 Rep Stress Incr YES WB 0.21 Horz(TL) 0.07 5 n/a n/a Code FBC2014rrP12007 (Matrix-S) Weight: 85 lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid.ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTI I NS. (Ib/size) 1=827/0-8-0, 5=801/0-8-0 Max Horz 1=87(LC 7) Max Uplift 1=707(LC 4), 5=687(LC 5) FORCE I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=2066/1759, 2-3=1838/1507, 3-4=-1935/1580, 4-5=2179/1867 BOTCH RD 1-8=1704/1957, 6-8=-1107/1445, 5-6=172712082 WEBS 3-6=-424/549, 4-6=-333/539, 3-8=-329/455, 2-8=-288/508 NOTES- 1) Unbal ced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates necked for a plus or minus 0 degree rotation about its center. 4) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This ss 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 ''etween the bottom chord and any other members. 6) ProvidtiImechanical connection (by others) of truss to bearing plate capable of withstanding 707 lb uplift atjolnt 1 and 687lb uplift at joint 511 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord andgypsum shee�I'W ck be applied directly to the bottom chord. ,,`�III111111/���,� .%`oh1�PS A• ; qC ��� \ G E N S e,92,i, No .3938Q. _ r � • CTA C n • L/I � ,� N A; Thomas A. Alban{ PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East BNd.Tampa FL 33610 Date: February 17,2016 AWA `ING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not . a truss tem. Before use, the building designer must verify the applcabi of design parameters and properly incorporate this design Into the overall bvildinji design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' is alw required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricc lion, storage, delivery, erection and bracing of Trusses and truss systems, see ANSI1TPI1 Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety nformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 36610 Job Truss Truss Type Oty Ply T8067585 J31067A I A02 Roof Special 1 1 Job Reference (optional) o.auu s aan a /u is rve i eK mauscnes, inc. vvea t-eD it 11:1a`64zulti rage I ID:ghkbivULnrdTgmc2EIS1 vzkXyD-166D24uKHBbTYIO(zlu6eee'IAVBx5TWilSgLLNOzkFLN 46 10 8 0 4 12-0-5 165-10 22-M 4-6-10 3 5-10 4-0-1 4-5-6 5-6-6 Scale = 1:38.5 I 1.46 12 l 46 3.00 12 4x8 = 18 4 3 2x4 2x4 5 2 d 6 v T 8 TP = Ias 2 e p e d 8 7 e c 4x4 = 3x4 = 5x8 = 4x4 = I 6 8-0-4 12-0-5 22-M 7-64 4.0-1 9 11 11 Plate Off ets X — 1:0-4-8 Ed a 1,0-3-01 LOADIN (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) IldeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.33 7-8 >796 240 MT20 244/190. TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.49 7-15 >544 180 BCLL 1 0.0 Rep Stress Incr YES WB 0.24 Horc(TL) 0.07 6 n/a n/a • BCDL 10.0 u Code FBC2014IrP12007 (Matrix-S) Weight: 91 lb FT = 0% u.urvroCM I BRACING - TOP CH RD 2x4 SP No.2 TOP CHORD BOTCH RD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 I REACTIO S. (lb/size) 1=828/0-8-0, 6=800/0-8-0 Max Horz 1=88(LC 4) Max Uplift 1=-762(LC 4), 6=-734(LC 5) FORCES. ,I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less.except when shown. TOP CHO RD 1-2=-1983/1982, 2-3=1834/1699, 3-4=1641/1522, 4-5=1693/1528, 5-6=2144/2131 BOT CH0 D 1-8=-1925/1874, 7-8=-1600/1774, 6-7=1985/2053 WEBS iI 2-8=154/336, 3-7=-289/333, 4-7=-187/382, 5-7=-506/705 Structural wood sheathing directly applied Rigid. ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbala ced roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. II; Exp Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates c 'ecked for a plus or minus 0 degree rotation about its center. 4) This tru s has been designed for a 10.0 psf bottom chord live load nanconcurrent with any other live loads. 5) ` This truss has been designed for alive 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 b yween the bottom chord and any other members. 6) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 762 lb uplift at joint 1 and 734 Ib uplift at joint 6. it 7) This tru design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/" gypsum sheetroc9 be applied directly to the bottom chord. No 393888�. _lo • r • E OR%O •��` Thomas A. AlbahI PE N0.39380 Mfrek USA, Inc. FL Gert 66M 6904 Parke last Blvd. Tampa FL 33610 Date: February 17,2016 A s,7, G - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIh747J rev. 10/09/2015 BEFORE USE. Design v yd for use only with MRea connectors. This design is based only upon parameters shown, and Is for an individual building component, not . a thus sys em. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building c esign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and perm bracing MiTek• fs always quired forstability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the f Safety i Frnio' storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Creerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sel �tnation ovalable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 q Job Truss Truss Type Qty Ply I T8067586 J31067 I A03 Roof Special 1 1 � Jab Reference (optional) rest IS[ I cuss, rL V WCO, rL 34e'40 - 0.000 S Jan 0 LU 10 IVII 1 eK maUSlneb, Inc. vv9u reu I r I I: I a:A4 zu to rage I ID:ghkbivULnrdTgrrx2EIS1 vzkXyD-188D24uKHBbTYKXzlu6eeeiCgBvETWml6gLLNOzkFLN 4-7-6 8-10-14 13-2-6 17-0-11 22-0-0 i 4-7-6 4-3-8 4-3-8 3-10-5 4.11-5 Scale=1:38.5 s on Fig 1.46 12 4x6 3x6 = 18 4 4x4 = 3x4 = 3x4 = 3x8 3x4 = LOA (psf) SPACING- CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL1.25 %0 TIC0.76 Vert(LL) 0.44 7-9 >596 240 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.56 7-9 >471 180 BCLL I 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.08 6 n/a n/a • BCDL 10.0 Code FBC2014frP12007 (Matrix-S) TOP C BOT C WEBS TOP C BOT C WEBS 1) Unbal 2) Wind: II; Exl 3) Plate., 4) This b 5) • This will fit 6) Provic joint 6 7) This b BRACING- 2x4 SP No.2 TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.3 (lb/size) 1=830/0-B-0, 6=798/0-8-0 Max Horz 1=84(LC 4) Max Uplift 1=-824(LC 4), 6=748(LC 5) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=2050/1949, 2-3=-1980/1951, 34= 1833/1705, 4-5=-185011707, 5-6=-2185/2170 1-9=-1893/1941, 7-9=-2223/2180, 6-7=2026/2090 3-9=-257/547, 3-7=-485/795, 4-7=-277/43% 5-7=-397/542 PLATES GRIP MT20 244/190 Weight: 90 lb FT = 0% Structural wood sheathing directly applied Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatiorf guide. ced roof live loads have been considered for this design. SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=2211; eave=4ft; Cat. I; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 hacked for a plus or minus 0 degree rotation about its center. >s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Jss 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 atween the bottom chord and any other members. mechanical connection (by others) of truss to bearing plate capable of withstanding 824 lb uplift at joint 1 and 748 lb uplift at >s design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y.' gypsum :k be applied directly to the bottom chord. ,`BPS �'f�♦ ♦ e �.\C E N `SF•' 9�i♦♦ice No 39388�. r � .ter E Thomas A. Albanl PE No.39380 Nlfrek USA, Inc. FL Cent 66M 6904 Pal East Blvd. Tampa FL 33610 Date: February 17,2016 AW ING - Vedlydeslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Desig �61d for use only with Mlrek@ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not • a truss stem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buldln design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek" Is alw s required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricc {ion, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Blvd. e East Safety pformotlon available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, 6904 Parke 36610 East Job Truss Truss Type Qty Ply T8067587 Lerence J31067A I A04 Roof Special 1 1 (optional) test t:o,2st I russ, t-i. t-ierce, M d9y9a 3x8 II 4-3-2 4-3-11 ' 1.46 12 3x4 3 2x4 2- 3x8 11 8 3x4 = LOADIN (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 TCDL 7.0 Lumber DOL 1.25 BC 0.72 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) LUMBE TOP CH IRD 2x4 SP 285OF 1.8E `Except' 4-5: 2x4 SP No.2 BOT CH RD 2x4 SP' No.2 *Except* 1-7: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE I Left: 2x4 P No.3 REACTI NS. (lb/size) 1=779/0-8-0, 5=804/0-8-0 Max Harz 1=60(LC 6) Max Uplift 1=-825(LC 4), 5=770(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CH RD 1-2=3029/3345, 2-3=2990/3042, 3-4=1967/1893, 4-5=-2011/1887 BOT CHCRD 1-8=-3319/2986, 6-8=-2977/2799, 5-6=-1721/1907 WEBS 4-6=-324/449, 3-6=-987/1344, 3-8=23/334, 2-8=-58/339 a.uuu bJWI a Lulu IVII I UA II IuuDl-, 11- vvuu- II I I-- Iv ­yc I 4.7-3 7-7-8 Scale=1:37.8 4x6 _ 3.00112 16 4 5 TP = o Ins e d 6 e 7 44 = 3x4 = 3x4 = 22-0.0 7-7-8 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.52 6-8 >504 240 MT20 244/190 Vert(TL) -0.52 6-8 >510 180 Horz(TL) -0.09 5 n/a n/a Weight: 86 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- 1) Unbala ced roof live loads have been considered for this design. %����111111111 ,����le.. . A At 2) Wind: fSCE 7-10; Vult= 70mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56f; L=22ft; eave=4ft; Cat. II; Exp ' Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed Lumber DOL=1.60 DOL=1.60 ,��O�PS e N r ; plate grip 3) Plates ecked for a or minus 0 degree rotation about Its center. �. -Z" S+.'• �C`'•,� plus ` 4) This tru 5) `This 1 s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I ss 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 "tween i NO 3938�. _ will fit b the bottom chord and any other members. 6) Providelmechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 1 and 770 lb uplift at joint 5. .� 7) This tru sheetro s design, requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and. %" gypsum k be applied directly to the bottom chord. Z' E •���5 . *!OR 10. �N�`�, Thomas A. Alban] PE No.39380 Mink USA, Inc: FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 17,2016 A WAR I ING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. �� Design �I lid for use only with MTekO connectors. fits design is based only upon parameters shown, and"for an Individual building component, not • a truss stem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building esign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• [s aM1va required for stabir,ty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabltcati n, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPn Quality Criteria, D58-89 and BCS, BuIlding Component 6904 Parke East Blvd. safety In ormallon available from Truss Plate Inst"uf.. 218 N. Lee street Suite 312, Alexond /a, VA 22314. Tampa, FL 38810 i Job Truss Truss Type Qty Ply T8067588 J31067 A05 Roof Special 1 �TJob I ference o tional ❑asF ulpasc r Fuss, ri. Fierce, M zqugo 7-8-7 3x6 = 1.46 12 U.000 s Jan b 2U1b MI I ex maustnes, Inc. vvec t•eD 1 / 11:19:35 2U76 Pagel ID:ghkbivULnrdTgrrx2EIS1 vzkXyD-VKibFQvy2V K9U59scdtBsEMPbGJCrpuKU4vvTzkFLM 1-2-14 19-8-4 5-6-7 6-5-7 Scale = 1:33.3 4x6 = 3.00112 17 3 3x4 16 2 _ 4 7 6 5 It s 1x4 II 44 = 4x4 = 3x4 = LOADI NG (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.63 5-7 >375 240 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.58 5-7 >409 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) -0.09 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) TOP CORD 2x4 SP No.2 BOT C ORD 2x4 SP No.2 • WEBS I 2x4 SP No.3 REACTIONS. (lb/size) 1=742/1-7-2, 4=715/0-8-0 Max Horz 1=75(LC 4) Max Uplift 1=-831(LC 4), 4=-716(LC 5) FORCE3. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C ORD 1-2=-3002/3234, 2-3=-1778/1839, 3-4=-1807/1847 BOT CF ORO 1-7=3217/2961, 5-7=3217/2961, 4-5=-1699/1717 WEBS it 2-5=-1316/1657, 3-5=-237/387 PLATES GRIP MT20 244/190 Weight: 70 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Fbe Tek recommends that Stabilizers and required cross bracing installedduring truss erection, in accordance with Stabilizer tallation guide. 1) Unba anced roof live loads have been considered for this design. 2) Will 'A SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Dpsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. II; Ex D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plate 'checked for a plus or minus 0 degree rotation about its center. - 4) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This {cuss 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) Provi a mechanical connection (by others) of truss to bearing plate capable of withstanding 831 lb uplift at joint 1 and 716 lb uplift at joint 4 7) This Ii ss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '/" gypsum Shea . ck be applied directly to the bottom chord. � _` NSA�1� A1��4! J��,`.�•,,��GEN5+4' No 3938�. _• r J� A. ► fit � N A` Thorns A. A]banl,PE No.39380 Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 17,2016 ALbW NING - Veriry design parameters and READ NOTES ON TRIS AND INCLUDED MITEK REFERENCE PAGE Mll•7477 rev. 10/032015 BEFORE USE. Desig 'valid for use only with MTekO connectors. This deslgn is bosed only upon parameters shown, and Is for an Individual building component, note o ru a buss sem. Before use, the building designer must verify the app"cab"ty of design parameters and properly Incorporate this deslgn into the overall buld design. Bracing Indicated [i fo prevent bucklingof individual truss web and/or chord members only. Additional temporary and permanent brocing MiTek" 4 alw required forstabiQty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 5atefy nit rmation ova0table from Truss Plate Irtsfitute,f218sN.sLee Sheet S it 312eAlexondriaPVAQ7231� Criferla, DSB-89 and BCSI Building Component 6904 Parke Easl Blvd. 1 Tampa, FL 36610 Job Truss Truss Type Oty Ply I T8067589 J31067A A06 Roof Special Girder 1 1 � Job Reference (optional) test uopst 1 Russ, rL rlerce, rL 34e40 • 1 5-3-14 2-10-10 o.uvvsuan acviv,vn,,enuwum,ire, I'llvve - i rayo �HX_gdHgP_CODgg3jRezkHL_-SigLg6wDa6z2PoFY 1fLGHJfeOvugg1BooZ?_LzkFLK 11-1-3 16-4-8 2-10-10 5-3-5 Scale=1:27.6 1.46 12 4x8 M18SHS = 3.00112 � NAILED NAILED NAILED 3x4 18 4 3 2x4 17 16 2 rr 5 P Io 1 19 8 20 21 7 6 c 3x8 = NAILED 3x4 = 4x6 = 3x4 = 3x8 = Special NAILED NAILED 1.0 14 1-10-7 6-5-13 11-1-3 16-4-8 0-14 0-9-9 -6 4-7-6 5-3-5 Plate Oft gets X - 1:0-10-6 0-0=4 5:0-0-8 Ed e LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.59 6-8 >332 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.50 6-8 >391 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(rL) -0.09 5 n/a n/a • BCDL 10.0 Code FBC2014ffP12007 (Matrix-M) Weight, 60 lb FT = 0% LUMBE BRACING - TOP CH RD 2x4 SP No.1 `Except' TOP CHORD Structural wood sheathing directly applied or 2-11-9 oc pudins. 4-5: 2x4 SP-No.2 BOT CHORD Rigid ceiling directly applied or 2-8-8 oc bracing. BOTCH RD 2x4 SP No.t 'Except' MiTek recommends that Stabilizers and required cross bracing 5-7: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 Installation guide. REACT] NS. (lb/size) 1=77111-7-2, 5=972/0-8-0 Max Horz 1=54(LC 28) Max Uplift 1=-879(LC 4). 5=-1144(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH D 1-2=-3525/4272, 2-3=3521/4120, 34=2831/3494, 4-5=2824/3445 BOTCH RD 1-8=-4243/3478, 6-8=-4156/3405, 5-6=-3253/2705 WEBS �� 2-8=-251/525, 3-8=-223/390, 3-6=-692/933, 4-6=-10171868 NOTES- 1) Unbala ced roof live loads have been considered for this design. 2) Wind: 'SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Dpsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. ,16, II; Exp ; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 S A 3) All plat 4) Plates `-�n� s are MT20 plates unless otherwise indicated. ,� \vP ecked for a or minus. 0 degree rotation about its center. d •' • • • • • • • •. a �j 5) This plus �� •. �. �CENS ,.� ss has been designed for a 10.0 bottom chord live load live loads. '� 6) • This t psf nonconcurrent with any other ,� �C`••,••� .0 ,� ss 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 1. will fit NO 3938 • b tween the bottom chord and any other members. _ 7) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 879 lb uplift at joint 1 and 1144 Ib uplift atjoint 8) "Semi- "NAILE gid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. " 9) 10) Hang indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. r(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 559 Ib down and 791 Ib up at E 4 11-1- ion bottom chord. The design/selection of such connection devices) is the responsibility of others. •'• 11) In the CAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ��; �• •• ��,�� CAD ,R IL Eta) Standard,,,S�ON 1 OD ad +A Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 10 11110 Uniforml,Loads (plo Thomas A. Albans PE No.39380 Vert: 4-11=54, 4-5=54, 1-13=-20 Mrrek USA, Inc.:R Cert 6634 Concert led Loads (lb) 6904 Parke East Blvd. Tampa FL 33610 art: 6=554(B) 17=0(121) 18=27(13) 19=5(B) 20=0(B) 21=-13(B) safe. I February 17,20116 AWAR I1N0 G. Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/082015 BEFORE USE. Design ofid for use cony with M1ek0 connectors. Thts design is based only upon parameters shown, and Is for on individual building component, note a truss 'tam. Before used;}fj'Fiuilding 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/w chord members only. Additional temporary and permanent bracing MITek• is alwa �requ'ved(or stab8ity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricat Safely pn, storage, delivery, erection and bracing of busses and truss systems, see ANSI/TP" Quality CrBerla, DSB•89 and BC51 Building Component I lormaflon available from Truss Plote Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply J31067 B01 Roof Special 1 1 T8067590 Lb i Foef r oaf T-- cf 0;.-- " .1II.A. (optional) vvou rau i r i is imaf to-10 rage I ID:JxdJZnSNop61Pkw7sUD2pQzklRO-SigLg6wDa6z2PoFY 1fLGHJoB01TggZBooZ7 LzkFLK 49-13 8-6-10 13-0 8 1 5 18-0-1 22-0-0 49-13 3-8-13 4-5-14 0- - 3 -8-12 3-11-15 Scale = 1:38.5 1.45112 4x4 3.00 12 3 18 19 3x4 = 2x4 Z� 4 4x8 Zz 2 5 1 6 c5I Il. e d e e e 10 r8 ° 7 e e 9 3x4 = 9x8 = ST1.5x8 STP = 1x4 I I 3x4 = I+ 3x4 = 5x5 = I I I 6- 8-6-10 13-M 18-0-1 22-0-0 _ _ __ __ 8 0' 0 4-5-14 41�9_ 3_11_15 TCLL TCDL BCLL BCDL LUMB TOP C BOT C WEBS FORCES. II TOP CHORR,I BOT CHOR! WEBS II NOTES- 1) Unbalanc 2) Wind: AS, II; Exp D; 3) Plates chi 4) This truss 5) This tru: will fit beh 6) Provide IT joint 6 anc 7) This truss sheetrock SPACING- 1-11-4 CSI. DEFL. in (loc) I/deft Ud 2 0 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.08 10-14 >999 240 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.19 10-14 >811 180 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.01 6 n/a n/a 10.0 Code FBC2014rrP12007 (Matrix-S) BRACING- 2x4 SP No.2 TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.3 (lb/size) 1=426/0-8-0, 6=229/0-8-0, 8=923/0-8-0 Max Horz 1=-80(LC 5) Max Uplift 1=-412(LC 4), 6=244(LC 5), 8=-910(LC 5) Max Grav 1=426(LC 1), 6=258(LC 18), 8=923(LC 1) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-733/900, 2-3=-365/404, 3-4=-343/399, 4-5=-420/468, 5-6=-420/391 1-10=843/681, 8-10=-446/488, 7-8=319/408, 6-7=-328/397 2-10=-380/579; 4-10=-809/823, 4-8=-670/771, 5-8=-763/794 PLATES GRIP MT20 244/190 Weight: 92 lb FT = 0% Structural wood sheathing directly applied. Rigid -ceiling directly applied. I roof live loads have been considered for this design. 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=2211; eave=oft; Cat. 'lcl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate gdp DOL=1.60 ked for a plus or minus 0 degree rotation about its center. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 :en the bottom chord and any other members. ,hanical connection (by others) of truss to bearing plate capable of withstanding 412 lb uplift at joint 1, 244 lb uplift at 110 lb uplift at joint 8. esign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum e applied directly to the bottom chord. ,1`1tJ1111111/11,,� A. No 393888�. _ �•e� .� .R 1 •,�S'`S�D N A� Thomas A. Alban] PE No.39380 mrrek USA, inc. FLCert6634 6904 Parke East Blvd Tampa FL 33610 Date: February 17,2016 �WARNING'I Verity design paramefers and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid a truss syste or use only with M7e. connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Before use, the building designer must verify the appricabTty, of design parameters and incorporate this design e building des, 10 req properly into the overall n. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iced forstab@ty and to prevent collapse with possible personal injury and property damage. For MiTek' fabrication, Safety Inform general guidance regarding the s orage, delivery, erection and bracing of trusses and truss systems, see ANSI(TP11 Quality Criteria, DSB-89 and BCSI Building Component Ion available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job I Truss Truss Type Qty Ply I� T8067591 J31067 B03 Roof Special 1 1 I Jab Reference (optional) moo=, yea„ „.... , I II , - —_1. TCLL TCDL BCLL BCDL LUMB TOP C BOT C WEBS 6-2-4 5-3-14 a.uuu s Jan O ZU"10 WIt t eK 1naU5Ales, Inc. vvea t-eD It 11:1 y:31:12Ulb Vage 1 ID:ghkbivULnrdTgrWEIS1 vzkXyD-wvOjtSxrLQ5vlxgkXkBaoUsxPoOzPBCK1 SJZWozkFLJ 19-0-4 7-6-3 3.00 12 5x5 = 1.45112 3 20 1x4 II 4x4 = 2 4 21 = 1x4 II 4x4 = 7 6 1x4 II 9 8 3x4 = 6-24 11.6-2 5-&10 5-3-14 s (X.Y)- 13:0-2-8.0-0-141 (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(ILL) 0.21 6-19 >729 240 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.19 6-19 >817 180 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) -0.01 5 n/a n/a 10.0 Code FBC20141TPI2007 (Matrix-S) Scale=1:30.5 3x4 = PLATES GRIP MT20 2441190 Weight: 69 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NS All beariri s 5 8 0 e tQ f-I - 5-0 8 5 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 g xcep - eng I - (lb) - Max Horz 1=-74(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1 except 1=-123(LC 18), 8=-890(LC 5), 9=-221(LC 4), 5=-514(LC 5) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 8=827(LC 1), 5=427(LC 1) I FORCE 1 (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CH RD 1-2=-746/654, 2-3=-712/654, 3-4=-638/599, 4-5=-958/1174 BOT CH , RD 1-9=617/823, 8-9=-617/823, 6-8=1101/945, 5-6=11041941 WEBS it 3-8=-460/632,4-8=-154211895 NOTES- 1) Unbar ced roof live loads have been considered for this design. 2) Wind: �"SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=2211; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates Checked for a plus or minus 0 degree rotation about its center. 4) This "' has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This toss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide WHIM etween the bottom chord and any other members. 6) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ot=lb) 1=123,!=890,9=221,5=514,1=123. 7) This trL ss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetr ck be applied directly to the bottom chord. AW ING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design alid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss tem. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building'design. Bracing indicated' to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is alway�lrequired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric it on, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/�PII Quality Criteria, DSB-89 and BCSI BuIlding Component Safety formation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 5 � I % pONS A- 44 \'�C, E !V s4, Nc! 39311 . _ i �CTA C .Vi� ����urf nit►+�� Thomas A Albani PE N0.393SO MITek USA, Inc. FL Cert 6634 6904 Parke East BI(Id. Tampa FL 33610 Date. February 17,2016 6904 Parke East Blvd. Tampa, FL 36610 a Job Truss Truss Type Qty, Ply I T8067592 J31067A B04G Roof Special Girder 1 1 Job Reference (optional) cast V asl I I-, rL rwil u, rr. 04y90 8.000 s Jan a 20i6 NII r ek lnausirles, Inc. Wed Feb 7 / 17:19:39 20i6 Pagel ID:npuAHX gdHgF_COOgq3jRezkHL_ 05y65oyT6jDme5Pw5SipLiPlrCcK8kZUF6262EzkFLI 5-0-1 9-1-3 15-4-10 it 5-0.1 4-1-2 6-3-7 i Scale=1:24.7 3.00 12 4x4 = i 1.45119 l NAILED NAILED 2 18 NAILED 4x4 = 19 3 NAILED 20 21 4x6 = 1 4 i171I� 7 4x4 = NAILED5 22 6 23 24 3x8 = Special NAILED 4x4 = 1x4 II NAILED NAILED 0-6- it 5-0-1 9-1-3 14-5-9 15.4-10 0.6- 4-6-1 A--2 5-46 0.11-1 LOADIN II (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.47 5-7 >390 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.39 5-7 >488 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(TL) -0.67 4 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 54 lb FT = 0% • LUMBER' BRACING - TOP CH PD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc pudins. BOTCH RD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-0-1 oc bracing. WEBS 2x4 SP No.3 • MiTek recommends that Stabilizers and required cross bracing l be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO S. (lb/size) 1=761/04-0, 4=709/0-8-5 11 Max Horz 1=-61(LC 5) Max Uplift 1=868(LC 4), 4=-856(LC 5) FORCES. � (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 1-2=-2061/2462, 2-3=-2049/2468, 34=-2832/3410 BOT CHO D 1-7=2300/1969, 5-7=-3337/2798, 4-5= 3340/2795 WEBS 2-7=-498/488, 3-7=-849/1105 NOTES- 1) Unbala eed roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. 11; Exp ' Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates c ecked for a plus or minus 0 degree rotation about its center. I I I fit 4) This tru 5) . This s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,`,1111I A. Abe f2i t Os 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 bet�een 6) Provide ,��dG. the bottom chord and any other members. E (V '9 mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) �% -�.� SF�••, '856. 1=868, 7) "Semi-ri d pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. NO 393888�. _ 8) "NAILE indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 9) Hanger() or other connection device(s) shall be provided sufficient to support concentrated load(s) 225 lb down and 329 lb up at 5-0-1 on ottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). E •,(� LOAD CAS i )Standard �.r 1) Dead + Uniform 'oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 �j�t• •; Q j; Q.••`��`��,, oads(plf) �IstS •'• G\ �� , 24) 54, 8-13=20 "led Content Loads grt: 2=-21(F) 6=-13(F) 7=-225(F) 18=-32(F) 19=-5(F) 22=-26(F) 23=-7(F) 24=-3(F) Thomas A. AlbanlP.E N0.39380 MITek USA, Inc. FLCert6634 6904 Parke East BtA Tampa FL 33610 Date: February 17,2016 ®WARM p - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1.7472 rev. 1010312015 BEFORE USE. e Design val a truss sysI �d for use only with MirekO connectors. This design is based only upon parameters shown, and Is for on Individual building component, not 'm. Before use, the building designer must verify the appricabil of design parameters and properly incorporate this design into the overall bolding d' is ahvays ign. Bracing tndlcoted is to prevent buckling ofindividual truss web and/or chord members only. Additional temporary and permanent bracing r quGed forsiablity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek• fabricatlo Solely Info storage, delivery, erection and bracing of }noses and inns systems, see ANSI/7P11 Qualify Craeda, D5B-89 and BCSI Buliding Component anon avalabI. from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexondrla, VA 22314. 8904 Parke Easl Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T8067593 J31067A �'� 602 Roof Special 1 1 Job Reference (optional) East G ast Truss, Ft. Pierce, FL 34946 8.000 s Jan 5 2016 MITek Industries, Inc. Wed Feb 17 11:1 UAL) 2U15 Page 1 i ID:ghkbivULnrdTgm2EIS 1vzkXyD-sHWU18y5t1LdGF_7f9D2uvxEgc2 t5JdUmogbgzkFLH 7-4-7 14-4-9 214-10 2 0 7-4-7 7-0-2 7-0-2 ih.7.r I Scale = 1:35.8 4x8 M18SHS = 3.00 12 1.45 [12,. 2 15 16 5x5 = m I 3 4 d s d e 7 6 5 1x4 Il 3x4 = 4 = 6x6 = 3x4 = 3x4 = I I� 7-4-7 7 7- 14-1-11 21.8-13 2 6-10-7 0-3- 6-6-2 7-7-2 Plate OffOff ets X Y — 1:0-2-4 Ed a 3:0-2-8 0-2-4 LOADIN I� (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.38 5-14 >459 240 MT20 244/190 TCDL I 7.0 LumberDOL 1.25 BC 0.56 Vert(TL) -0.34 5-14 >515 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(rL) 0.01 7 n/a n/a - BCDL 10.0 Code FBC2014frP12007 (Matrix-S) Weight: 79Ib FT=0% LUMBER I BRACING - TOP CH RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOTCH ORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-7 ekrecommends that Stabilizers and required cross bracing �bainstalled during truss erection, in accordance with Stabilizer Installation guide. REACTIO I S. (lb/size) 1=9910-8-0, 7=1104/0-11-5, 4=425/0-8-5 Max Horz 1=71(LC 5) Max Uplift 1=-137(LC 4), 7=1078(1_C 5), 4=-508(LC 5) Max Grav 1=234(LC 17), 7=1104(LC 1), 4=425(LC 1) FORCES. (lb) .- Max. Comp,/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CFO D 1-2=884/795, 2-3=-900/823, 3-4=-1250/1505 BOT CHO D 1-7=-754/977, 5-7=-1436/1234, 4-5=-1438/1230 WEBS 2-7=646/831, 3-7=-2051/2500, 3-5=0/269 NOTES- 1) Unbalan d roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 8=56ft; L=22ft; eave=4ft; Cat. 11; Exp D'IEncl., GCpi=0.18; MWFRS (direcllonal);.cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plate are MT20 plates unless otherwise indicated. 4) Plates c ecked for a plus or minus 0 degree rotation about its center. 5) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This � s 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 be een the bottom chord and any other members. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 1=137,7.1078,4=508. 8) This I design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum shee.roc be applied directly to the bottom chord. i , AWARNI G -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design val" for use only with MTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss ryst Fn. Before use, the building designer must verify the oppricabTty of design parameters and property incorporate this design into the overall building d 'sign. Bracing indicated is to prevent buckling. of Individual truss web and/or chord members only. Additional temporary and permanent bracing fs always r pulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatio storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Critedo, DSB-89 and BCSI Building Component Safety Into motion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. No 3938 • • E � Thomas A. Albanl PE NO.39380 Mriek USA, Inc. k-Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dater February 17,2016, MiTek" 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply � T8067594 131067A C01 Common 1 1 Job Reference (optional) Last L;QBSt I fuss, I-t Pierce, hL 3494b 6-0-8 4-11-8 ti.uuu s Jan b 2U1d Mi I eK Industries, Inc, Wed Feb 11 11:19:4U 2U16 Page 1 ID:ghkbivULnrdTgrr2EIS1vzkXyD-sHWUIBy5tlLdGF 7f9D2uvxEgc?FtDgdUmogbgzkFLH 15-11-8 22-0-0 4-11-8 6-0-8 Scale=1:37.8 4x6 = 3.00 12 3 ICI 1x4 J 1x4 2 4 a I d s5 IT 1 5 a P= v e e 8 7 6 s e e 3x4 = 3x4 = 3x4 = 4x4 = 4x4 = III 7-8-5 14-3-11 22-0-0 7-2-5 6-7-5 7-8-5 Plate Of9ets (X,Y)-- f1:0-4-8.Edge] I LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.34 6-8 >772 240 MT20 244/190 TCDL 7.0 Lumber DOL 1,25 BC 0.73 Vert(TL) -0.41 6-8 >650 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.07 5 n/a n/a • BCDL I 10.0 Code FBC2014/rPI2007 (Matrix-S) Weight: 85lb FT=O% LUMBE I BRACING - TOP CH RD 2x4,SP No.2 TOP CHORD Structural wood sheathing directly applied. • BOTCH RD 2x4 SP N6.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTI NS. (lb/size) 1=82710-8-0, 5=801/0-8-0 Max Horz 1=-87(LC 6) Max Uplift 1=707(LC 4), 5=687(LC 5) I FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH ZD 1-2=-2066/1759, 2-3=-1838/1507, 3-4=-1935/1580, 4-5=2179/1867 BOT CH D 1-8=1704/1957, 6-8=1107/1445, 5-6=1727/2082 WEBS 3-6=-424/549, 4-6=-333/539, 3-8=-329/455, 2-8=-288/508 NOTES- 1) Unbala 2) Wind: ced roof live loads have been considered for this design. SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. II; Ex.p ; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 ���II I I I/�� 111I 3) Plates 4) This hecked for a plus or minus 0 degree rotation about its center. ,,��'4 P� A. f � ss has been designed for 10.0 bottom M �e • a psf chord live load nonconcurrent with any other live loads. �� I♦ 0 5) This t will fit b as has been designed for Alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,� ••�C E N S+'•.'9A-♦♦♦ ' tween the bottom chord '.• l/ 6) Provid and any other members. . �, Imechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) �♦ 7) This trues • No 3938Q. _ design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top. chord and W gypsum sheetro'Ik be applied directly to the bottom chord. Thomas A Alban] PE No.39380 Mfrek USA, Inc. Fl- Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: I February 17,2016 A WAJNG;oVe1'eyodn�1.'9ntp.m.'.r Designd ls and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-747J rev. 10/07/2016 BEFORE USE. ruywhM7ek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, nota truss bunding is m. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall esign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing for MiTek• alwa fabricati equtred stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p m storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Cfiterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In ormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T8067595 J31067A1 CO2 Hip 2 1 Job Reference o tional =a r.� , — 11. , -.��.=.. 8.000 s Jan 520i6 vnrek inausiries, Inc. Wed Feb i7 ii:i9:41 20i6 Page i t ID:ghkbivULnrdTgrrx2EISlvzkXyD-KU3sWLJzjeLTUuPZJDtkHQ7UNIOJYchVnjQXD77zkFLG 5-0-8 9 0.0 11_0 16 11-8 22 0 0 5.0-8 3-11-8 4-0-0 3-11-8 5-0-8 Scale=1:38.5 4x6 = 4x8 = 3.00 12 3 17 18 4 2x4 Z� 2x4 2 5 v sb 1 6 N P = I" h F71 :;;E 9 8 7 3x8 = 3x4 = 3x4 = 3x4 = d 8-6.0 4-0-0 9-0-0 Plate Offsets X Y — 1:0-3-8 0-0-2 4:0-5-4 0-2-0 6:0-4-4 Ed e LOADIN Jill (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deti Ud PLATES GRIP TCLL20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.33 7-9 >789 240 MT20 244/190 TCDL7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.39 7-16 >671 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz( L) 0.07 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 91 lb FT=0% I LUMBER BRACING - TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHO D 2x4 SP No'2 BOT CHORD Rigid ceiling directly applied. WEBS I 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIO S. (lb/size) 1=828/0-8-0, 6=800/0-8-0 Max Horz 1=72(LC 7) Max Uplift 1=763(LC 4), 6=743(LC 5) i FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 1-2=-2014/2039, 2-3=175311617, 3-4=1696/1619, 4-5=179411672, 5-6=2173/2167 BOT CHO D 1-9=-1963/1906, 7-9=-1471/1735,6-7=-2022/2081 WEBS ;I 2-9=-260/495, 4-7=-97/271, 5-7=394/578 NOTES- I 1) Unbalan d roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. II; Exp D �IEncl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 `,��111111►���' 3) Provide dequate drainage to prevent water ponding. ,`�% PS q 4) Plates c ecked for a plus or minus 0 degree rotation about its center. 5) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. E N S •:e'9y�ii 6)' This tru s has been designed fora live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide•• / will fit be een the bottom chord and any other members. : i 7) Provide ' echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) No.. 39380. _ 1=763, 6 , 743. r 8) This trus design requires that a minimum of 7/16" structural wood sheathing be applied directly to the tap chord and W gypsum sheetroc be applied directly to the bottom chord. -9 ; E Thomas A. Alban] PE M6 39380 Mmek USA, Inc. FL Wert 6634 6904 Parke East Bhrd. Tampa FL 33610 Date: February 17,2016 A WARNI G - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 70/03/2015 BEFORE . Design vali Mll-7473 rev. USE. lore only with MTek© connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss syst building d Before use, the building designer must verify the applcabTty of design parameters and properly Incorporate this design into the overall ' ign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary bracing I,always r fabdca and permanent quired for siabTty and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, see MiTek• Inftionllstorage, Safety o ANSI(iPlt Quality Criteria, DSB-89 and BCSI Building Component alien available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. II Tampa, F1 36610 Job Truss Truss Type Qty Ply T8067596 J31067A CO3 Hip Girder 2 1 Job Reference (optional) r.,i. i- -a,.,. r..,, snrea ter. 17 14.4o.no on�a o=tee � test L. ast truss, FL tierce, rL Z)4VW .,....... aW. .. �..,�,.,,, �,. ,,,....�., ,..� ,,,,.. ..,.,.�,... �. �.. ....,«_.,, ...... ID:ghkbivULnrdTgrr 2EIS1 vzMyD-ogdEjp_LPebLVZ8VmaFWzKiXhPdEL5Pwx4HmfZzkFLF 4-0-8 7-0.0 11-0-0 15-0-0 17-11-8 22-0-0 4 0.8 2-11 8 4-0-0 4-0-0 2-11 8 4-0-8 Scale = 1:38.5 �I 4x8M18SHS = 3.00 12 ' 1x4 II 4x8 M18SHS = i 3 22 23 4 2425 5 1 3x4 3 x4 zzz 2 6 a d I d N 7 N Q 1 = v d TP Icy e e d 13 12 26 11 10 27 9 8 13x8 = 3x8 II 1x4 II 3x4 = 5x6 WB = 3x4 = 1x4 II 3x8 - 3x8 = III 4-0.8 7-0.0 11-0-0 15-0-0 17-11-8 22-0-0 3-6-8 2-11-8 4-0.0 4-0-0 2-11-a 40.8 Plate Off"ets (X.Y)- fl:0-0-0.1-8-13j,j1:0-2-8.0-0-21.f3:0-5-4.0-2-41.f5:0-5-4.0-2-41 LOLL (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.69 9-11 >381 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.67 9-11 >397 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 Horz(TL) -0.14 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 98lb FT=0% LUMBE BRACING - TOP CH D 2x4 SP 285OF 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-4 oc purlins. I 3-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-9-12.oc bracing. BOT CH RD 2x4 SP 285OF 1.8E *Except* MiTek recommends that Stabilizers and required cross bracing 7-10: 2x4 SP No.1 be installed during.truss erection, in accordance with. Stabilizer WEBS 2x4 SP No.3 Installation guide. OTHERS 1 2x4 SP No.3 WEDGE Left: 2x4 II P No.3 REACT, NS. (Ib/size) 7=148210-8-0, 1=1493/0-8-0 Max Horz 1=56(LC 24) Max Uplift 7=-1501(LC 5), 1=-1510(LC 4) FORCES.I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 1-2=-4439/4537, 2-3=-4615/4752, 3-4=5198/5346, 4-5=5198/5346, 5-6=-4644/4785, 6-7=-4441/4527 BOT CHO D 1-13=-4364/4274, 12-13=-4364/4274, 11-12=-4572/4509, 9-11=4552/4539, 8-9=-4303/4262,7-8=-4303/4262 WEBS 2-12=-615/464, 3-12=-291/460, 3-11=-937/847, 4-11=-450/719, 5-11=-907/818, A'• 5-9=297/460, 6-9=581/500 _n �,0\V`PS. NOTES , A� 17 E N_S'�`•=q�j,�j 1) Unbala Fed roof live loads have been considered for this design. ••' V`C i NO 39389. Z 2) Wind: A CE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4;2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=oft; Cat. _ II; Exp h Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide dequate drainage to prevent water ponding. 4) All plate are MT20 plates unless otherwise indicated. •J„ 5) The soli 6) Plate(s) section Of the plate is required to be placed over the splice line at joints) 10. at joint(s) 3, 5, 7, 2, 13, 12, 11, 4, 9, 6, 8, 1 and 1 Checked for a plus or minus 0 degree rotation about its center.' ti E 7) Plate(s) t joint(s) 10 checked for a plus or minus 3 degree rotation about its center. • 8) This tru • 's has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. ,j,�• •1; 0 R i �.••`��`�� sU ' • 9) This t t s 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 I� \ �� �ON will fit b een the bottom chord and any other members. ��� A1- 10) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 7=150�I 1=1510. Thomas A.AIbaW,PE No.39380 11) "Semi- gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. MiTek USA, Irtc. FLCert6634 12) Hange (s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 257 lb up at 6904 Parke East BIATampa FL93610 7-0-0, 06 lb down and 257 lb up at 9-0-12, 106lb down and 257 lb up at 11-0-0, and 106lb down and 257 lb up at 12-11-4, and 'own Date: 124 Ib and 257 lb up at 15-0-0 on top chord, and 324 lb down and 330 lb up at 7-0-0, 73 lb down and 29 lb up at 9-0-12, 73 February 17,2016 Ib do an4 d 29 lb up at 11-0-0, and 73lb down and 29 lb up at 12-11-4, and 324Ib down and 330.lb up at 14-11. on bottom A WAR i O -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 rev. 1010312015 BEFORE USE. . Design v ' id for use only with MirekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss em. Before use; the building designer must verify the appficablity of design parameters and property incorporate this design into the overall bolding esign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is aM1vays ' quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobdcait n, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTPll Quality Craeda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety In rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 31 Z Alexandra, VA 22314. Tampa, FL 36610 Job il Truss Truss Type Qty Ply T8067596 J31067AI CO3 Hip Girder 2 1 i Job Reference (optional) East C#st Truss, FL Pierce, FL 34946 8.000 s Jan 5 2016 MiTek Industries, Inc. Wed Feb 1711:19:42 2016 Page 2 ID:ghkbivULnrdTgmr2EIS1 vzkXyD-ogdEjp_LPebLVZ8VmaFWzKIXhPdEL5Pwu4HmfZzkFLF 13) In tl5e LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD 'ASE(S) Standard 1) Dea " Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo Loads (plf) Vert: 1-3=54, 3-5=54, 5-7=-54, 14-17=-20 Con ntrated Loads (lb) I,J Vert: 3=106(B) 5=-106(B) 12=324(B) 11=57(B) 4=-106(B) 9=324(B) 22=-106(B) 25=-106(B) 26-57(1]1) 27=-57(B) r. A WAR NG - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE FAGEM11.7473 rev. 10/0J/2015 BEFORE USE. Design v 'lid for use only with M7ek0 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss "tem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building esign. Bracing indicated is. to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MlTeke k always:�equired forsiab111y and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrlCc I n, storage, delivery, erection and bracing of trusses and truss systems, see ANS111PI1 Quarily Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satefy In lormallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply �Qty T8067597 J31067A EJA01 Jack -Open 1 1 Job Reference (optional) Sao. vyaa nu n. riot e, r�pyaYo 3x4 = o.uuu s Jan o Lulu MI I eK inausrrles, me. vvea t-eD 1 / 11:1`J:42 2U1b vage 1 ID:npuAHX gdHgF_C00gq3jRezkHL-ogdEjp LPebLVZBVmaFWzKikMPgpLARwx4HmfZzkFLF 2-2-13 Scale = 1:7.1 Plate Offsets X Y — 1:04-8 0-0-2 LOADIN I (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 120.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.00 4 >999 180 BCLL I 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 7lb FT=0% TOP BOT NOTES- 1) Wind: / II; Exp 2), Plates, 3) This trL 4) " This t will fit b 5) Referti 6) Provide 1=115. 7) "Semi-i 2x4 SP No.3 2x4 SP No.3 S. (lb/size) 1=130/0-8-0, 2=30/Mechanical, 3=-I)/Mechanical Max Horz 1=50(LC 4) Max Uplift 1=-115(LC 4), 2=56(1_C 4) Max Grav 1=130(LC 1), 2=30(LC 1), 3=16(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Fbe ek recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer allation guide. ,E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 :eked for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ;s 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 veen the bottom chord and any other members. irder(s) for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) d pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss No 3938�. _lo 0- : 0 R 10 4.; Thomas A. Albard PE No.39380 MiTek USA, Inc. FL Cert 66M 6904 Parke East DIA Tampa FL 33610 Data: February 17,2016 A WARfH�ING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. 101032015 BEFORE USE. Design J'' lid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not e a truss 'tem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building esign. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is alw �+equired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek fabricati n, storage, delivery, erection and bracing of trusses and truss systems, see ANSI{TPII Qualify Criteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In ormalIon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231 . II Tampa, FL 36610 Job Truss Truss Type Qty PIY T8067598 TJob J31067A EJA02 Jack -Open 1 rence (optional) 1=ast 000st I russ, H. rlerce, rL svava 1 3x4 = ID:npuAHX_gdHgPVC00gq3jRezkHL_-GsBcxg?z9yjB7jjhKHmIVYZump8L4dg3AkOKB?zkFLE 3-4-3 Scale = 1:8.5 Plate ffsets X 1:0-4-8 0-0-2 LOAD NG (psf) SPACING- 2-0-0 CSI. DEFL. in (Cc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 3-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.00 3-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 2 n/a We • BCDL I 10.0 Code FBC20141rP12007 (Matrix-M) Weight: 10lb FT=O% LUMB R- TOP �iORD 2x4 SP No.3 BOT ORD 2x4.SP No.3 (lb/size) 1=163/0-8-0, 2=60/Mechanical, 3=20/Mechanical Max Horz 1=75(LC 4) Max Uplift 1=144(LC 4), 2=-101(LC 4) Max Grav 1=163(LC 1), 2=60(LC 1),3=42(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-3 cc purlins. BOT CHORD Rigid, ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 1) Wit 'd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft B=56ft; L=22ft; eave=4ft; Cat. II; xp D; Encl., OCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Pla es checked for a plus or minus 0 degree rotation about its center. 3) Thl truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' T pis 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 ft between the bottom chord and any other members. 5) Re r to girder(s) for truss to truss connections. 6) P �iide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1= 44, 2=101. 7) "S 6-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. E N• '9 �� i No 3930 _ r r r r r ` A1-��, Thomas A. Albanl PE N6.39380 Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: February 17,2016 WARN/NG •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE -- esign valid }or use only with M7ek0 connectors. This design Is based only upon parameters shown, and is for an Individual building component, note buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall wilding design. Bracing Indicated 1n to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` ,always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the f bricatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. 5 `.)fety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 31Z Alexandria, VA 22314. Tampa, FL 36510 Job Truss Truss Type Qty Ply T8067599 TJobeference J31067A EJA03 Jack -Open 1 1 (optional) test t;osst I russ, m. varce, I d414913 TCLL TCDL BCLL ° BCDL LUMB TOP BOTC 1 3x4 = a.VUU 5 Jan 0 LU 10 IVII I UK Inau51r1e5, Ina. vveu reU it I I. I a:90 zu to reyn ID:npuAH) gdHgP_COOgq3jRezkHL_ GSBcx9?z9yjB7jjhKHmIVYZrBp684dg3AkOKB?zkFLE 4-5-9 4-5-9 (psf) SPACING- 2-0-0 1 DEFL. in (loc) I/deft L/d 20.0 Plate Grip DOL 1.25 TIC 0.33 Vert(LL) -0.01 3-7 >999 240 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.02 3-7 >999 180 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a 10.0 Code FBC20141TP12007 (Matrix-S) 2x4 SP No.3 2x4.SP No.3 3. (lb/size) 1=201/0-8-0, 2=89/Mechanical, 3=36/Mechanical Max Horz 1=101(LC 4) Max Uplift 1=-177(LC 4), 2=-145(LC 4) Max Grav 1=201(LC 1), 2=89(LC 1), 3=64(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.9 PLATES GRIP MT20 244/190 Weight: 14lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid celling directly applied. b iTek recommends that Stabilizers and required cross bracing e installed during truss erection, in accordance with Stabilizer stallation uide. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plat 's checked for a plus or minus 0 degree rotation about its center. 3) THE "ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `Th s 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} between the bottom chord and any other members. 5) Ref to girder(s) for truss to truss connections. 6) Pro Ide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=1 T17,2=145. 7) This design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''1W gypsum she rock be applied directly to the bottom chord. No 39380._ SS�ONA� ?% Thomas A. Albans PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Date: February 17,2016 a A, ARN/NG -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1/•7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a fi uss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall but icing design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek f a ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa 'cation, storage, delivery, erection and bracing of trusses and thus systems, see ANSI(TPII Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke t Blvd. SaWy Information available from Truss Plate Institute, N. , , 218 NLee StreetSuite MAlexandria, VA 2231East 4. Tampa, Parke East0 Job Truss Truss Type Qry Ply T8067600 J31067AI EJA04 Jack -Open 1 1 Job Reference(optional) test L:gast I russ, rL rlerce, rL 34e4b 0 �1 3x4 = 4.9-12 a.uuu s Jan 0 ZUlO IVB I eK Inaustrles, Inc. vvea reo 7 r "I I: 1e:44 zu to rage 1 ID:ghkbivULnrdTgm2EISlvzkXyD-k31?8VOcwGs2lsHuu?H 216?uDRZp4wDPOmtkRzkFLD Scale = 1:10.3 Plate ffsets X Y — 1:04-8 0-0-2 LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.02 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.03 3-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hcrc(TL) -0.01 2 n/a n/a ' BCDL I 10.0 Code FBC2014rrP12007 (Matrix-S) Weight: 15 lb FT=0% LUMB l R- BRACING - TOP C ORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT C i ORD 2x4 SP No.3 ' BOT CHORD Rigid ceiling directly applied. recommends thatStabilizers and required cross bracing alledduring Wss erection, in accordance with Stabilizer r tion uide. REAC iIONS. (lb/size) 1=213/0-8-0, 2=98/Mechanical, 3=40/Mechanical Max Horz 1=109(LC 4) Max Uplift 1=188(LC 4), 2=158(LC 4) Max Grav 1=213(LC 1), 2=98(LC 1), 3=70(LC 3) FORC S. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1) Win II; E : ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft;_B=56ft; L=22ft; eave=4ft; Cat. p D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plat 3) Tht s checked for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • ,truss is 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 `,1111111I1/r1 � between will 5) ; ;t the bottom chord and any other members. ,�� S A to Ref 6) Pro r girder(s) for truss to truss connections. ,�� •de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) except Qt=lb) ♦� 0 •'�Ci E N S '•.'9jL�i� 7) Thi (truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum o she frock be applied directly to the bottom chord. NO 3938Q. _ • �����sS,oNA`��� �� illlllll� Thomas A. Alban} PE No.39380 MITek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 17,2016 ARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 10/032015 BEFORE USE. Deign at rev. valid for use only with M7eke connectors. This design is based only upon parameters shown, and is for an individual building component, not• j ss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall bul, Is Ing design. Bracing Indicated is to prevent buckling'of individual truss web and/or chord members only. Additional temporary and.permanent bracing ,ways required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek` fa Sai �ication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component ety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qly Ply T8067601 J31067A I EJA05 Jack -Open 1 1 Job Reference (optional) Casa Boas[ I Russ, ri. rlerce, rL J4e90 3x4 = 3-7-10 a.VUD s Jan aZino IVII I eK IrluusRles, Inc. vveu reD-it-its -im"Zu Io rage ID:ghkbivULnrdTgrrx2EISlvzkXyD-k3l?8VOcwGs2isHuu?H 2162vDUOp4wDPOmtkRzkFLD Scale = 1:8.9 Plate Offsets X — 1:0-4-8 0-0-2 LOAD" IG (psi SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.23 Vert(TL) -0.01 3-7 >999 180 BCLL i 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a • BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 11 lb FT=0% LUM TOP BOT M19 2) Pla 3) Th" 4)•T will 5) Re 6) Prc 1=' 7)"Se 2x4 SP No.3 2x4SP No.3 IONS. (lb/size) 1=172/0-8-0, 2=68/Mechanical, 3=25/Mechanical Max Harz 1=82(LC 4) Max Uplift 1=152(LC 4), 2=112(LC 4) I Max Grav 1=172(LC 1), 2=68(LC 1); 3=48(LC 3) S. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 34-10 oc puriins. 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. ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft;.B=56ft; L=22ft; eave=4ft; Cat. i D; Encl., GCp"=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 checked for a plus or minus 0 degree rotation about its center. uss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 between the bottom chord and any other members. to girder(s) for truss to truss connections. le mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) I, 2=112. -rigid pitchbreaks including heels" Member end fixity model was used, in the analysis and design of this truss. A. No 39380._ . : ft r �iF• �OR1Q \2�� fON A1.'E�C� �. U11111}{ Thortias A. Albant PE N0.39380 wrek USA, Inc. FI. Dert 6W 6904 Parke EastBlvd. FL 33610 Date: February 17,2016 ARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ��• De ign valid for use only wl}h MTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not all "ss system. Before use, the building designer must verify the applicability of des(gh parameters and properly Incorporate this design into the overall bu ing design. Bracing Indicated fs to prevent bucklingdf Individual truss web and/or chord members only. Additional temporary and permanent bracing HOW a ays required for stabilityond to prevent collapse with possible personal inJury and properly damage. For general guidance regdrding the fat'cation, storage, delivery, erection and bracing of muses ond truss rysiems, see ANSI(rPll Quality Criteria, DSB-89 and BCSI Building Component Saf 6904 Parke East Blvd. illy InformaFion ovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T8067602 J31067A EJA06 Jack -Open 1 1 Job Reference o tional Cdsr Uydsr i iu—, rc rieiue, rL ava•w I 2-5-9 0 o.uuu s Jan o zulo Nn i eK inausrries, mc. vveo reD 1 111:1 a:vo zuTa regal ID:ghkbivULnrdTgrrx2EISlvzkXyD-DFJNLrOEhZ vMOs4SipDbzfEQdsDYXAMe1VRGuzkFLC Scale =. 1:7.4 3x4 = 0-6-0 2-5-9 1-11-9 Plate O, sets (X.Y)— f1:0-4-6.0-0-21 LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 We n/a ` BCDL I 10.0 Code FBC2014/ TPI2007 (Matrix-M) Weight: 8 lb FT = 0% LUM TOP BOT 1) Win 11; E 2) Plal 3) Tht: 4) - Tf will 5) Ref 6) Pro 1=1 7) "Se 2x4 SP No.3 2x4 SP No.3 3. (lb/size) 1=136/0-8-0, 2=37/Mechanical, 3=5/Mechanical Max Horz 1=55(LC 4) Max Uplift 1=120(LC 4), 2=-65(LC 4) Max.Grav 1=136(LC 1), 2=37(LC 1), 3=22(LC 3) (lb) - Max. Comp.(Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. F ek recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer allation ulde. ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 checked for a plus or minus 0 degree rotation about its center. uss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 between the bottom chord and any other members: to girder(s) for truss to truss connections. e mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=lb) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss IIIl11, . No 3938Q._ E Thomas A. Albans: PE No.39380 Mirek USA, Ina FL Gert 6634 6904 Parke East Blvd. Tampa R. 33610 Date: February 17,2016 ,&I VIARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. De ign valid for use only with MTek(D connectors. This design is based only upon parameters shown, and Is for an Individual building component, not , arysfem. Before use, the building designer must verify the appllcablity of design parameters and properly incorporate III design into the overall buitbing design. Bracing Indicated is to prevent buckling of individual fnus web and/or chord members only. Additional temporary and permanent bracing MiTek" is a ays required for stability and to prevent collapse with possible personal In'ury and property damage. For general guidance regarding the fob'cation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualfiy Criteria, DSB-E9 and SCSI Building Component 6904 Parke East Blvd. Sol ',ty Informallon able from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply I T8067603 J31067A EJA07 Jack -Open 1 1 Job Reference (optional) Last Ggpsl I cuss, m. rlerce, rL .14y40 TCLL TCDL BCLL BCDL LUME TOP( BOTC c,uuu s uan D zuia lulu etc inousmes, mc. vveo reD it i T ria:4a zula rage T ID:ghkbivULnrdTgm2EISlvzkXyD-DFJNLrOEhZ vMOs4SipDbzfENdsWYXAMe1VRGuzkFLC 1-3-8 1-3-8 3 3x4 = Provide bearing connection(s) to resist horizontal reaction(s) shown. (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 6 n/r 120 7.0 Lumber DOL 1.25 BC 0.09 Vert(rL) -0.00 6 n/r 120 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 n/a n/a 10.0 Code FBC201d PI2007 (Matrix-M) 2x4 SP No.3 2x4 SP No.3 REAL ONS. (lb/size) 2=94/Mechanical, 3=0/Mechanical Max Horz 2=290(LC 4), 3=319(LC 4) Max Uplift 2�1 MaxGrraLv 2=94(LC1)4) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP C ORD 1-2=321/193 BOT CI ORD 1-3=-175/319 Scale = 1:6.0 PLATES GRIP MT20 244/190 Weight: 4 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 1) Win : ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. Il; E �p D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plat is checked for a plus or minus 0 degree rotation about its center. 3) Thitruss has been designed.for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' Ths truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1 it between the bottom chord and any other members. 5) Raft � to girder(s) for truss to truss connections. 6) Pro de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=1 5. 7) "Se i-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,,,��\11111111II��I 0 ........ : qLe'��. •'9 �i No 3938q._ E .•, :. ,fill lilli'1110% Thomas A, Albanl PE N0.39360 mrekUSA, Inc. FLcert 6634 6904 POW East Bhd. Tampa FL 33610 Date: February 17,2016 d A i ARNING - Verify desrgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101031201E BEFORE USE. . De tgn valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an Individual building component, note a t ss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bu ding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 'tCvays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa 'rication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI{TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. So efy Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T8067604 J31067A EJA08 Jack -Open 1 1 Job Reference (optional) test Goqst i fuss, rt. rlerce, rL J4a4o E 3x4 = ID:ghkbivULnrdTgrrx2 S1vzkXyD-hRtIZB1sSt6m_ARG?QKS7ABMD082H_QWshF_oKzkFLB LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.03 3 6 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.03 3-6 >999 180 BCLL I 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a • BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) TOP C ORD 2x4 SP No.3 BOT C, ORD 2x4 SP No.3 S. (lb/size) 1=147/0-8-0, 2=93/Mechanical, 3=54/Mechanical Max Horz 1=91(LC 4) Max Uplift 1=130(LC 4), 2=-133(LC 4), 3=20(LC 4) Max Grav 1=147(LC 1), 2=93(LC 1), 3=67(LC 3) (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 1) WinI: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. II; p D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Thi Jtruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 4) ' Tf s 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 it between the bottom chord and any other members. 5) Ref !rto girder(s) for truss to truss connections. 6) Pro ide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb) 1=130,2=133. 7) Thi truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/2" gypsum she, Crock be applied directly to the bottom chord. ,`%'011111 if f'r" I J%'p,S A, q49f��i No 3938�.._ Vl IV ice` Q :•• \ Thomas A. Alberti PE No.39380 Mrrek USA, Inc. FL Cert 6634 69H Parke East Blvd. Tampa FL 33610 !hate: February 17,2016 WARNING -Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE Mil-7473 rev. 1010312015 BEFORE USE. • De 'sign valid for use only with MTeM connectors. Thisdesign is based only upon parameters shown, and is for an Individual building component, not a Suss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall bL ading design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is "Iways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fa rication, storage, delivery, erection and bracing of trusses and thus systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Bul ding Component 6904 Parke East Blvd. S fety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job s Truss Type Qty Ply . T8067605 J31067A �TrJUAS. Jack -Open 1 1 Job Reference (optional) bast GO',ast I russ, I-t. Fierce, FL 34y415 a 3x4 = 2-10-4 a.uuu s Jan o zuib ivii I eK Inousines, Inc. VVea reD -11 l-1:'ly:40 Zulo rage -1 ID:ghkbivULnrdTgmc2EIS1 vzkXyD-hRtIZB1 sSt6m_ARG7QKS7ABPgOBpH—QWshF—oKzkFLB Scale: 1.5"=1' Plate 0 tsets X Y — 1:0-4-8 0-0-2 LOADI II G (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES' GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.01 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1_.25 BC 0.15 Vert(TL) -0.01 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPl2007 (Matrix-M) Weight: 9lb FT=0% LUMBER- I BRACING - TOP C ' ORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc pudins. BOT C ORD 2x4 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. REAC ONS. (lb/size) 1=10310-8-0, 2=62/Mechanical, 3=41/Mechanical Max Harz 1=64(LC 4) Max Uplift 1=-91(LC 4), 2=-87(LC 4), 3=-21(LC 4) Max Grav 1=103(LC 1), 2=62(LC 1), 3=47(LC 3) FORCES. (lb.) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1) Win " ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft;,8=56ft; L=22ft; eave=4ft; Cat. II; E D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plat 'S checked for a plus or minus 0 degree rotation about its center. 3) This !}buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • Thi 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 Ili between the bottom chord and any other members. 5) Refe to girder(s) for truss to truss connections. 6) Prov ale mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 1, 2, 3. 7) "Se ,!-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0,,,��P�� E NSF•'9��•10 No 3938Q. _ E %Fsi `01 ' C OR�, '� �� Thomas A. AlbanF PE ND.39380 MiTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 17,2016 ® I rRNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE.Mll-7473 rev. 10/03)2015 BEFORE USE. Des gn valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not. . a f ss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall but ling design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i1AiTek" is at jays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �i fabi Icarian, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TFII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sale (y Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply � T8067606 J31067A ' EJA10 Jack -Open 1 1 Job Reference optional) a 3x4 = o.wu s Jan a zulo Ivil I an mcusmes, Inc. vvea reD i / n:1a:4t zuio rage 1 ID:ghkbivULnrdTgnx2EISlvzkXyD-9eR7mX2UDBEdcKOTZ7rhgOkbpQYgORgf5L_XKmzkFIA 1-8-3 1-8-3 LOADING (psf) SPACING- 2-0-0 CS). DEFL, in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 6 >999 240 TCDL 7.0 Lumber DOL 1..25 BC 0.04 Vert(TL) -0.00 4 >999 180 BCLL I 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMB RTOP C��; RD 2x4 SP No.3 BOT CORD 2x4 SP No.3 S. (lb/size) 1=62/0-8-0, 2=34/Mechanical, 3=28/Mechanical Max Horz 1=38(LC 4) Max Uplift 1=-54(LC 4). 2=41(LC 4), 3=-24(LC 4) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale =1:6.5 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-3 oc purlins, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Fbe Tekrecommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation ulde. 1) Win ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. ll; E p D; Encl.. GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Platas checked for a plus or minus 0 degree rotation about its center. 3) Thi (Itruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. de 4) ` Th 5 truss has been signed 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 t between the bottom chord and any other members. 5) Ref f to girder(s) for truss to truss connections. 6) Proyjde mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. 7) "Se 1 i-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev. 10/03/2015 BEFORE USE. De lgn valid for use only with'M7ek0 connectors. This design is based only upon parameters shown, and is foran Individual building component, not a s system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this destgn into the overall bu icing destgn. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is kvays required forsiabllity and to prevent collapse with possible personal Injury and properly damage. For general Gutdance regarding the fa '�ication, storage, delivery, erection and bracing of trusses and truss systems, see gN51/iP17 Quality Criteria, DSB-89 and BC51 Buliding Component Sa ety Informallon avalable from Truss Plate Instfiute, 216 N. Lee Sheet. Suite 3i 2, Alexandria, vA 22314. A. E N No. 3938 . _ i F .' O R `V.•. -N- '% Thdmas A Albar_il PE No.39380 mrrek USA, Inc: FL cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 17,2016 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T8067607 J31067A EJ801 Jack -Open 1 1 Job Reference (optional) test G last I russ, hL vierce, FL 34e46 8.000 s Jan a 2016 Ivn i ek inausmes, arc. vveu rub i r i i; ia:4r cu ro rage i ID:npuAHX_gdHgP_COOgg3jRezkHL_-9eR7mX2UDBEdcKOTZ7rhgOkb3QY7ORgf5L_XKmzkFLA 1-2-3 1-2-3 3.00 12 Scale =1:5.8 2 0 3x4 = 0-10-0 0-10-0 1-2-3 0-4-3 - LOAD NG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wen Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 1 n/a n/a • BCDL I 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 4lb FT=0% LUMB I R- BRACING - TOP OORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-2-3 oc purlins. BOT FIORD 2x4 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. REA1,1 IONS. (lb/size) 3=8/Mechanical, 1=75/0-4-0 Max Horz 1=27(LC 4) Max Uplift 3=17(LC 4), 1=-66(LC 4) Max Grav 3=8(LC 3), 1=75(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1) Wi o: ASCE 7-10; Vult=I7omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. 11; i p D; Encl., GCpi=0.18; MWFRS (directional);, cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Pla es checked for a plus or minus 0 degree rotation about its center. 3) Thi � Wss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • Tt Is 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 It between the bottom chord and any other members. ,III I f l 1 H►�� 5) Rel K to girder(s) for truss to truss connections. ,�� P�j A 6) Pro ide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 1. ,��\V`• •. • � 7) "Se I -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. e ej� ��� •\G E N S+[•.••'9jL I0 No 39389. Thomas A. Alban] PE No.3W80 Mfiek USA, Inc. FL Cert 6634 6904 Parke East Blvd.'Tampa FL 33610 Date: February 17,2016 Alia WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE MII.7473 rev. 10/03,2015 BEFORE USE. De sign valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a ' ss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall bt ➢ding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Me[( ' lways required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the to rication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Scfety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T8067608 Lbeference J31067A EJB02 Jack -Open 1 1 (optional) test co#1si i russ, rL mecca, rL 04-0 1 a O 0-6-0 3x4 = ID:npuAHX gdHgF_COOgq3jRezkHL_-dq_V t36_UMUDUbf7rMwCbHmQquoluwpK?k5tDzkFL9 2-3-6 2-3-6 N 6 d Scale = 1:7.2 LOADING TCLL TCDL BCLL BCDL (psf) I 20.0 7.0 0.0 I 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20141TP12007 CSI. TC 0.04 BC 0.05 WB 0.00 (Matrix-M) DEFL. in Vert(ILL) -0.00 Vert(rL) -0.00 Horz(TL) -0.00 (loc) I/deft L/d 8 >999 240 8 >999 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 7lb FT=O% LUMB - BRACING - TOP CI; ORD 2x4 SP No.3 • TOP CHORD Structural wood sheathing directly applied or 2-3-6 oc purlins. BOT C -ORD 2x4 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. - REAC (lb/size) 2=36/Mechanical; 3=22/Mechanical; 1=106/0-4-0 IONS; Max Horz 1=51(LC 4) Max Uplift.2=-55(LC 4), 3=-10(LC 4), 1=-93(LC 4) Max Grav 2=36(LC 1), 3=27(LC 3), 1=106(LC 1) FORC IS. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or Iess:except when shown. I)Winc ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf, h=25ft; B=56ft; L=22ft; eave=4ft; Cat. 11; E n D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber,DOL=1.60 plate, grip DOL=1.60 2) Plats checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 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 f 11 between the bottom chord and any other members. 5) Ref to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3; 1. 7) "Se Ii rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `,��Tllllilti��� E IV No 39385?. _•' ONA' `t:``�� Thomas A. Albaid PE N0.39380 Mrrek USA, Inc. KCart 6634 6964 Parke East Bivd. Tampa FL 33610 Date: February 17,2016 ®'I .. ARNING -Verify design parameters and READ NOTES ON AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. De!, valid for use only with Mirek0 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a t , ss system. Before use, the building designer must verify the applicablity of design parameters and properly incorporate this design Into the overall bui ring design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MI ;� I'ek' Isa, ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fat. cation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sat;,iy Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL :36810 Job Truss Truss Type Qty T8067609 J31067AEJB03 Jack -Open 1Reference �p7job o tional test L osst I cuss, ri. rierce, rL avo4o 0 3x4 = 3-4-10 I D: npuAHX_gdHgP_COOgq3j RezkHL_-dq_V_t36_UM U D Ubf7rMwCbHkm gs4luwpK7k5tDzkFL9 Scale = 1:8.6 0-6-0 3-4-10 0-6-0 2-10-10 LOADI G (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.01 3-8 >999 240 MT20 244/190 TCDL I 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.01 3-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code F13C2014frP12007 (Matrix-M) Weight 10lb FT=0% LUMB- TOP C ORD 2x4 SP No.3 BOT C ORD 2x4 SP No.3 1) Win( 11; E; 2) Plate 3) This 4) ` Thi will f 5) RefE 6) Pro% 1=1: 7)"Ser >. (lb/size) 2=65/Mechanlcal, 3=36/Mechanical, 1=14510-4-0 Max Horz 1=76(LC 4) Max Uplift 2=98(1-C 4), 3=-12(LC 4), 1=128(LC 4) Max Grav 2=65(LC 1), 3=48(LC 3), 1=145(LC 1) (lb) - Max. Cojmp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-10 oc puriins. 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.. ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; ea4=4ft; Cat. D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 - checked for a plus or minus 0 degree rotation about its center. uss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 between the bottom chord and any other members. to girder(s) for truss to truss connections. le mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except (jt=lb) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss No 3938�. _• • r • ^O � r E , • 1l/ C i�i�,,S'ON A� ��C �• Thomas A. Albant PE No.39380 Mrrek USA, In R. Cart 6634 69M Parka East Blvd. Tampa FL33610 Date: February 17,2016 Al �ARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. De ign valid for use only with M7ek0 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not. ail 'ss system. Before use, the building designer must verify the applicabilty of deslgn parameters and properly incorporate this design into the overall but ding design. Bracing indicated is to prevent buckling of individual inns web and/or chord members only. Additional temporary and permanent bracing i1AiTek' fs mays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fa cation, storage, delivery, erection and bracing of busses and truss systems, see ANSI(T!11 Qualiy Crrfella, DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. Saf' Information avalable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexondna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T8067610 J31067A EJ804 Jack -Open 1 1 Job Reference optional cast GoaF 1 russ, N. Mlerce, t-L 39yg0 1 III 4-5-13 3x4 = ID:npuAHX_gdHgF_000gq3jRezkHL_ 5OYuBD3kloULreArhYl9lpptyE9gULAyZfrePfzkFLB 0 6-0 4-5-13 0-6-0 3-11-13 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.03 3-8 >999 ' 240 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.03 3-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz( L) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-S) TOP CHORD 2x4 SP No.3 BOT CH RD 2x4 SP No.3 i. (lb/size) 2=94/Mechanical, 3=49/Mechanical, 1=184/0-4-0 Max Horz 1=101(LC 4) Max Uplift.2=141(LC 4), 3=-11(LC 4), 1=163(1_C 4) Max Grav 2=94(LC 1), 3=68(LC 3), 1=184(LC 1) (lb) - Max. Comp./Max. Ten. - Al[ forces 250 (lb) or less except when shown. Scale =1:9.9 PLATES GRIP MT20 244/190 Weight: 14 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied., . MiTek recommends that Stabilizers arid required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ,SCE 7-10; Vult=.170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This IT 'ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This ss 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 etween the bottom chord and any other members. 5) Refer 0 girder(s) for truss to truss connections. 6) Provid 1 mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=141 1=163. 7) This 'ss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and W gypsum shee ck be applied directly to the bottom chord. l ikWANING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE Desigr jvalid for use only with Mffek0 connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the butlding designer must verify the applicability of design parameters and properly incorporate this design into the overall buldi g design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing isalw "s required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric ion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPli Quality Criteria, DSB-89 and BCSI Building Component Safety_ nformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ,%II1111II111111.' A �p,S . AC6r0� No 3938U. 1* -�; • r E �.0 �. E�% Thomas A. AlbanFPE N0.39380 MITek USA, Inc. Fl: Cert 6634 6904 Parke Ea t'Blvd. Tampa FL M610 Date: February 17,2016 6904 Parke East Blvd. Tampa, Fl. 36610 Job Truss Truss Type Qty Ply' T8067611 FlabRefLrence J31067A I EJB05 Jack -Open 1 1 (optional) East UoW I fuss, Ft. rlerce, f•L 34U46 E 3x4 = 4-2-13 a.uuu s Jan D LU10 IVII I eK Incl U51rle5, Inc. VVec reD I t i; uda y zu Io rage -I ID:ghkbivULnrdTgmr2EIS1 vzkXyD-5OYuBD3kloU LreArhYt9lppteEATULAyZfTePfzkFLS Scale =1:9.6 0-6-0 4-2-13 l 0-6-0 3-8-13 LOADIN (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.02 3-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.02 3-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 2 n/a n/a • BCDL 10.0 Code FBC2014/rP12007 (Matrix-S) Weight: 13 lb FT=O% LUMBE BRACING - TOP CH D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CH rD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied, . • MiTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer In' Installation uide. REACTI CIS. (lb/size) 2=87/Mechanical, 3=46/Mechanical, 1=175/0-4-0 Max Horz 1=96(LC 4) Max Uplift 2=131(LC 4), 3=-11(LC 4), 1=155(1_C 4) Max Grav 2=87(LC 1), 3=64(LC 3), 1=175(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: 'SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. 11; Exp Encl., GCpi=0.18; MWFRS (directional);_cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates Checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This t ss 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-t) wide will fit b°twean the bottom chord and any other members. `II/111111111� 5) Refer t girder(s) for truss to truss connections. ,���tL S A. fit 6) Provid echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) %%� ar`P;.....,;4�e 2=131,�=155. ♦���` .-'\oENs�' 7) This tru. s design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'V gypsum ♦ •* V ��••• sheetro' k be applied directly to the bottom chord. ♦o No 3938Q. • ��'�SS�ONA� E�G`�`• Thomas A. Albant PE"No.39380 MITek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 17,201:6 A WAR ING -Ve." design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE. Deslgn clld for use only with MirekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not • a taus tem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MR building lyesign. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�Tek Is alwa recluked 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{PPII Quality Cdterla, DSB-89 and BCSI Building Component 0904 Parke East Blvd. Safety Intl rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandra, VA 22314. Tampa, FL 36610 Job i Truss Truss Type Oty Ply TBG67612 J31067A I EJB06 Jack -Open 1 1 Job Reference o floral Casts uysi rrUss, rL rluiuu, rL0 W 0 3x4 = 3-9.0 .,..,....rya, .. �.. ... ......... .,..,.,.�...., .... .._,........ ...._. .---._ . _�_ . ID:ghkbivULnrdTgrx2EIS1 vzkXyD-5OYuBD3kioULreArhYt9lppujEBXULAyZfrePf7kFL8 Scale = 1:9.0 LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildetl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 3-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.01 3-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -6.00 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBE II - BRACING - TOP C ORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins. BOT C ORD 2x4 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. REACT ONS. (lb/size) 2=74/Mechanical, 3=41/Mechanical, 1=158/0-4-0 Max Horz 1=85(LC 4) Max Uplift 2=112(LC 4), 3=12(LC 4), 1=-139(LC 4) Max Grav 2=74(LC 1), 3=55(LC 3), 1=158(LC 1) FORCE I ,. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1) Wmd'IASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. II; E D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plate checked for a plus or minus 0 degree rotation about its center. 3) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' Thi (truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fi between the bottom chord and any other members. ICI l l 5) Refe to girder(s) for truss to truss connections. ^�e ��j� 6) Provi 2=11 a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except pt=lb) �.� a\`+`p;.. • , 1=139. L�`.:'•`(jENS.�• '9i1. i� 7) "Sernii ,� rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� V F•••.�� �.0 ` r No 3938 r E • Thomas A. Albarll.PE No.39380 MiTek USA, Inc: FL Cert 6634 69M Parke East Blvd Tampa FL 33610 Date: February 17,2016 A WARNING Desi - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. I n valid for use only with MnekO connectors. This design is based only upon parameters shown, and is for an individual building component. not a in. bull s system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall j g design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing • MiTek [s a fob ri' ys required for sfabTty, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexond o, VA 22314. Tampa, FL 35610 Job Truss Truss Type Qty Ply T8067613 J31067A EJB07 Jack -Open 1 1 Job Reference (optional) teal L o;3sl r russ, ri. rierce, rL wage 3x4 = 1-9-15 a.uuu a Jan a /uio ivii I ex Inau5ines, Inc. vvea reD 1 I I1:111:aU ZU1a rage 1 ID:ghkb!vULnrdTgrrx2EIS1 vzkXyD-ZD6GPY4MW6cCTnl2EG0010MGFeafDoP5nJDBx5zkFL7 Scale =1:6.6 III 0-8-0 1-9-15 0-6-0 1-3-15 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES . GRIP TCLL 20.0 Plate Grip DOL I,25 TC 0.02 Vert(LL) -0.00 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 6lb FT=O% LUMBER, BRACING - TOP CH D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-9-15 oc purlins. BOTCH D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. a MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACT! S. (lb/size) 2=26/Mechanical; 3=16/Mechanical, 1=93/0-4-0 Max Harz 1=42(LC 4) Max Uplift 2=39(LC 4), 3=11 O(LC 4), 1=81(LC 4) Max Grav 2=26(LC 1), 3=19(LC 3), 1=93(LC 1) FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: CE 7-10; Vutt=170mph (3-second gust) Vasd=132mph;.TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. Il; Exp • Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates decked for a plus or minus 0 degree rotation about its center. 3) This tru has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This t ss has been designed for alive 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 b''tween the bottom chord and any other members. �SII I I1)jf��, truss to truss connections. ii, A� ,,�♦♦♦ 6) Provide 7) "Semi- pechanicalrconnection b others of truss to bearing late capable of withstanding 100 lb uplift at joints 2, 3, 1. ,��O�PS (Y ) 9P P 9 P J O e g'id pitchbreaks including heels" Member end fixity model was used 1n the analysis and design of this truss. E IV g:'�.'9,�, ,% �r� .••�G 1 •�. F••�♦�i �� No 3938Q._ � r r � r E .. ` fill mWO Thomas A. Albans PE No.39360 Mfrek USA, Inc: FLCert6634 6904 Parke East Bind. Tatnjm FL 33610 Date: February 17,20.16 ®WAR 1NG - Verify design and READ NOTES ON THIS AND INCLUDED MITEK Design a truss parameters REFERENCE PAGEMII.7473 rev. 1010312015 BEFORE USE. v°lid for use only with MiTek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not 'tem. Before use, the building designer must verify the appricabTty of design parameters and property incorporate this design into the overall ,a building alway , esign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing tequlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MOW fabricate Safety n, storage, delivery, erection and bracing of masses and truss systems, see ANSI(TPIII Quality Criterla, DSB-89 and BC51 Building Component Inormation available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. 11 Tampa, FL 36610 Job i Truss Truss Type Qty ply T8067614 J31067A HJA Diagonal Hip Girder 1 1 I Job Reference o tional cam i.ugai nuns, r� nci co, r� uvavo a.000 5 Jan D GUI0 1V11 I eK muusine5, Inc. vvea r-eD 1 111:1y:a1 2U10 rage 1 ID:npuAHX gdHgF_COOgg3jRezkHL_-1Pgecu5?HPk34xKEoivdgEv7plmyy2HFOzylTXzkFL6 10-4-7 10 10 i 6-1 12 — 4-2-11 0- -4 Scale = 1:16.7 NAILED 3x6 II 1.52 12 NAILED 19 3 4 NAILED 18 NAILED 3x10 = 17 NAILED 16 2 NAILED 15 Special 14 6x6 = 13 1 I I 20 21 22 23 7 24 25 26 6 II Special NAILED NAILED 1x4 II NAILED NAILED 74 — 3x4 = I 1 NAILED NAILED 5 13�10-9 I 6-1-12 10-4-10 10-9 - - 5-3-3 4-2- 5 Plate Offs''ts X Y 1:1-6-3 Ede 1:0-6-12 Ed a 2:03-4 0-1-8 LOADINGI (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.29 7-12 >413 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) 0.29 7-12 >412 180 BCLL 1 0.0 ' Rep Stress Incr NO WB 0.86 Horz(TL) -0.04 6 n/a n/a ` BCDL 10.0 Code FBC2014/-rP12007 (Matrix-M) Weight: 39lb FT=0% LUMBER -II BRACING - TOP CHOJDI 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 3-10-2 oc pudins, BOT CHO 2x4 SP 2856F 1.8E except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-9-11 oc bracing. ek recommends that Stabilizers and required cross bracing nstalled during truss erection; in accordance with Stabilizer [b�e allation uide. REACTIO. (lb/size) 1=850/1-6-6, 6=575/Mechanical, 3=-0/Mechanical Max Horz 1=826(LC 20), 3=683(LC 20) Max Uplift 1=-1502(LC 4), 6=-71 O(LC 4) Max Grav 1=1403(LC 28), 6=576(LC 28) FORCES.b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO 1-2=-3038/3270, 2-3=-653/579 BOT CHO 1-7=-2906/2547, 6-7=2906/2547 WEBS I 2-7=-252/364, 2-6=4542/2879 NOTES- 1) Wind: A CE 7-t0; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf, h=25ft; B=56ft; L=22ft; eave=4ft; Cat. II; Exp D'+Encl., GCpi=0,18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates `' �I�� `��� PS. q At ecked fora plus or minus 0 degree rotation about its center. is Ws has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. §s ♦♦♦ 0� ,,...: • •-e Imo, ♦ E N '9A' ♦ �� '••�Ci S P• 2 is t 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 ♦ �. F••-, �i ll fit be ween the bottom chord and any other members. fer to 1 Irder(s) for truss to truss connections. �: No 3938�. _ •: • � • ovide ' eta] plate or equivalent at bearings) 3 to support reaction shown. vide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) except Qt=lb) 1502, "Semi -rigid pitchbreaks including heels" Member ehd fixity model was used in the analysis and design of this truss. ap be can inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. "NAIL • E �` •ter i' indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. ♦� anger ) or other connection device(s) shall be provided sufficient to support concentrated load(s) 819 lb down and 877lb up at2-8 1 n top and 884 lb down and 817 lb up at 2-8-11 on bottom chord. The design/selection of such connection device(s) 1AWAAMN11 �i,�S • .R 0•' G�`♦♦ thelre poopchord, ibility of others. ,�s';pN A� •`� n the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). � ihomas A. Afhan) PE No.393�80 D CAS (S) Standard mrrek USA, th¢ FLw 6S34 ad + R,lof Live (balanced): Lumber In crease=1.25, Plate Increase=1.25 6904 Paft East Blvd. Tampa FL 33610 Date: February 17,2016 WARNI Design va+i� G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. for use only with MTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ° a truss sys1.111 m. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building dsign. Is always rquired fabricatio Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, see M:Te1.° �� �B KK Safety Infol ANSI/TP11 QuaB1y Critedo, DSB-89 and BCSI Building Component atlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job it Truss Truss Type Qty Ply T8067614 J31067A iI HJA Diagonal Hip Girder 1 1 Job Reference o tional East Coast Truss, Ft Pierce, FL 34946 - d.uuu S Jan a Zulo MI I eK Inausines, inc. vlrea tea l / llay:o"I Zino rage Z ID:npuAHx_gdHgP_000gq3jRezkHL_ 1Pgecu57HPk34xKEozvdgEv7plmyy2HFOzyITXzkFL6 LOAD C #SE(S) Standard Unifori Loads (plf) `Vert: 1-3=54, 3-4=-14, 5-8=20 ConcTrated Loads (lb) I Vert: 13=391(F) 16=5(B) 17=-5(F) 18=-30(B) 19=-53(F) 20=-884(F) 21=-13(B) 22=4(F) 23=-18(B) 24=1(F) 25=-31(B) 26=-21(F) A WARNING rlVerily design panunefen and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/032015 BEFORE USE. e Design valid or use only with Mlrek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss ryste .I Before use, the building designer must verity the applicabTty of design parameters and property incorporate this design Into the overall building des! r. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always req wed forstablity and -to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s oroge, delivery, erection and bracing of trusses and thus systems, see ANSI/iPlt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform ,l ion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty, Ply T6067615 J31067A HJB Jack -'Open Girder 1 1 Job Reference o tional test co�lst I russ, Vt. Pierce, FL 34946 8.000 s Jan 5 2016 Mi rek Industries, Inc. Wed Feb 1711:19:52 2016 Page 1 ID:npuAHX gdHgP_COOgq3jRezkHL_ VbEOpE6d2jswi5vQMgRsNRROtRDChfCOFdi10 zkFL5 4-2-2 6-9-10 4-2-2 2-7-7 Scale=1:14.0 NAILED 1.53 12 NAILED NAILED 3x4 = NAILED 3x4 =4 0-6-9 4-2-2 6-9-10 i 0-6-9 3-7-10 2-7-7 LOADING l� (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(L-) 0.03 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.02 5-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 25lb FT=0% I- LUMBE BRACING - TOP CH DRD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCH J RD 2x4 SP No.2 BOT CHORD Rigid ceiling. directly applied or 6-7-9 oc bracing. • WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTI INS. (lb/size) 3=83/Mechanical, 4=217/Mechanical, 1=308/0-4-10 Max Horz 1=126(LC 21) Max Uplift 3=141(1_C 5), 4=284(LC 6), 1=336(LC 4) Max Grav 3=83(LC 1), 4=248(LC 18), 1=308(LC 1) FORCE ! (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CH RD 1-2=-595/778 BOTCH RD 1-5=-753/577, 4-5=-751/592 WEBS 2-4=-628/797 NOTES- 1) Unbal 'need roof live loads have been considered for this design. 2) Wind: gSCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=56ft; L=22ft; eave=4ft; Cat. 11; Expl D; End., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 11111 t 1111 j ,ffff 3) Plates checked for a plus or minus 0 degree rotation about its center. ���`, - 9L 4) This 5) -This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �v`P;,....,; fI ashes been designed for load ♦♦ Q e �1 20.Opsf the bottom '9 will fit alive of on chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ♦ E N etween the bottom chord and any other members. ��,.'�\G S•.•�i/ i� 6) Refer ♦♦ o girder(s) for truss to truss connections. i 7) Provid 3=141 mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) NO 3938 q. _ I4=284, 1=336. 8) "Semi-'gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) "NAIL D" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTews ST-TOENAIL Detail 'fl 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). E LOAD C SE(S) Standard 'i _ 1) Dead ♦�� Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 �j�� ••• �. O'R ► Q.•• ��:,♦♦ �' • • • •' Unifon Loads (pif) If ss� �� ,r♦ , 2 3=54, 4-6=20 Itrated Conce Loads Vert: 2=4(F) 5=18(B) 11=-11(B) 12=24(F) 13=29(F=-13, B=16) 14=-23(F) Thomas A. Albard PE No. 39380 M11Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 17,201.$ AWAI Deslgr ING- Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. valid for use only with MTek@ connectors. This design Is based only upon parameters shown, and is for an Individual building component, not . a truss buldin tem. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall j design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is alw fabricc required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Lion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/iPI7 Quality Criteria, DSB-89 and BCSI Building Component MiTek Safety pformalion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 0 Job ;I Truss Truss Type Qty Ply T8067616 J31067A HJB2 Diagonal Hip Girder 1 1 Job Reference (optional) Casl uogsr I Russ, rL rlerce, rL J9e90 4-8-9 3x4 = LOADIN (pso SPACING- 2-0-0 CS'. TCLL 20.0 Plate Grip DOL 1,25 TC 0.24 TCDL 7.0 Lumber DOL 1.25 BC 0.20 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) TOP CHORD 2x4 SP No.2 BOT CHO D 2x4 SP No.2 (lb/size) 2=90/Mechanical, 3=52/Mechanical, 1=207/0-5-11 Max Horz 1=90(LC 4) Max Uplift 2=-159(LC 4), 3=-26(LC 4), 1=243(LC 4) Max Grav 2=90(LC 1), 3=67(LC 3), 1=207(LC 1) FORCES. III (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. v.uuu a aai iIII" v r ayo ID:ghkbivULnrdTgrrx2EIS1 vzkXyD-VbEOpE6d2jswi5vQMgRsNRRPIRDMhivOFdi10_zkFL5 Scale =1:9.2 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) 0.03 3-8 >999 240 MT20 244/190 Vert(TL) -0.03 3-8 >999 180 HOrz(TL) -0.00 2 n/a n/a Weight; 14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MIT.ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES- II 1) Wind: A CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCD1.=6.0psf; h=25ft B=56ft; L=22ft; eave=4ft; Cat. II; Exp DI Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This trus has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other five loads. 4)- This Ss 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 be Ban the bottom chord and any other members. 5) Refer to lirder(s) for truss to truss connections. 6) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=159,1'243. 7) "Seml-r �top d pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 8) Hanger(or other connection device(s) shall be provided sufficient to support concentrated load(s) 29 lb down and 47 lb up at 2-8-13 chord, and 6 lb down and 16 lb up at 2-8-13 on bottom chord. The design/selection of such connection device(s) is the resp nsibility of others. 9) In the L 1.4D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAS (S) Standard 1) Dead + 2f Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform oads (plf) ert: 1-2=-54, 3-4=-20 Concent Ited Loads (Ib) �'ert: 10=6(1!3) A. A41,, e ���• .` • G E4:1- No 39380. _ Thorhas A. Alban) PE No39380 Mrrek USA, Inc: FI. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 17,2016 AWARNI �G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE Design va d for use only with MITeW connectors. This design Is based only upon parameters shown, and is for an Individual building component, not e a truss syst ' m. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building d' ign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M�iek` is always r uired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the S reaff !storage, delivery, erection and bracing of trusses and t uss systems, see ANSIJ1PII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, afy Info 'Itnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job 'II Truss Truss Type Qty Ply T8067617 J31067A , HJB3 Jack -Open 1 1 d Job Reference (optional) ❑aarwI>a nu ,—nerve,rL.v.- 0 3x4 = 3-9.2 a.000 s Jan D LUlb MI I eK Inausrfles, Inc. Weil I-eD 'I / i i:iu:o3 zulb rage 1 ID:ghkbivULnrdTgrrx2EIS1 vzkXyD _no01a6Fp1_nKFULw0y5vf agrZPQ99YTHRsYQzkFL4 Scale =1:8.9 I'I i 3-9-2 V-2 -2 3-3-0 . LOADING (ISO SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 3-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.26 BC 0.22 Vert(TL) -0.01 3-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL i .0 Code FBC20141TPI2007 (Matrix-M) Weight: 11 Ib FT=0% LUMBER- II TOP CHOR 1, 2x4 SP No.3 BOT CHOR 2x4 SP No.3 FORCES. NOTES- 1) Wind: ASCI II; Exp D; E 2) Plates chec 3) This truss h 4) • This truss will fit betwi 5) Refer to gir 6) Provide me 2=113,1=1 7) "Semi -rigid (lb/size) 2=74/Mechanical, 3=41/Mechanical, 1=159/0-4-2 Max Horz 1'=84(LC 4) Max Uplift.2=113(LC 4), 3=13(LC 4), 1=144(LC 4) Max Grav 2=74(LC 1), 3=55(LC 3), 1=159(LC 1) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-2 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. -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=5611; L=22ft; eave=oft; Cat. GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 i for a plus or minus 0 degree rotation about its center. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s been designed for a live to of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom chord and any other members. (s) for truss to truss connections. Inical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb) ;hbreaks including heels" Member end fixity model was used in the analysis and design of this truss `,`,��lllll!/jf���,, O`� MPS A -IV 0.10 No 39380._ E "ON A' Thomas A. Alban] PE No.39360 Mliek USA, Inc. Ebert 6634 6904 Pafke East Blvd. Tampa FL 33610 Date: February 17,2016 ri AWARNING - . v rify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. f 0/03,2015 BEFORE USE. Design valid for ' e only with MTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not . a fruss system. B fore use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall buI ding design. racing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• 4 always require for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, star e, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallo available from Truss Plate Institute. 218 N. Lee Street. Suite 312 Alexandria. VA 22314. Tampa, R. 36610 4. I Symbols PLATE LOCATION AND ORIENTATION 14- 3/a 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. o For 4 x 2 orientation, locate plates 0-'Al' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 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_BracincL B—riRding pmo onent Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 a: O U o- O r- Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 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 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 MTekg All Rights Reserved MiTek° MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.' 10. 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,des' - ntrbacl�w©rcF. -�end-}�cffu—r fbe ore use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quarity Criteria.