Loading...
HomeMy WebLinkAboutBuilding Permit Application AII-APPILICABLE INFO MUST BE COM ED FOR APPLICATION TO BE ACCEPTED Date: Permit Number: .-C) -� q � RECEID _ Building Permit Application FEB 10 101� Planning and Development Services Building and Code Regulation Division 2300 Virginia Avenue,Fort Pierce FL 34982 Phone:,(772)462-1553 Fax: (772)462-1578 Commercial Residential PERMIT APPLICATION FOR: S 11 Address: ��6'� Lone t�iti1 ��r,�i �t �,Z C� " Legal Description: !SUB I.) Property Tax ID#: 3` q - ^os L� -�� -c� Lot No. Site Plan Name: i Block No. I Ell Project Name: Setbacks Front 36 Back: 37. Z- Right Side: Z Left Side: ) ,Z E I , IN I�M-1mol I W­ .W- 1. 4 Pition"awor' I be performed under this permit-check all that apply: Mechanical _Gas Tank _Gas Piping _Shutters ✓Windows/Doors . ✓Electric _✓Plumbing Sprinklers _Generator ,-RoofTotal Sq. Ft of Construction: Sq. Ft.of First Floor: Cost of Construction:$ Zg11(0 56G. - Utilities: _Sewer _y/Septic Building Height:_ i a i Nam'eT `:{; `�(`. :Pr S n���y Name Ad Company: CC,,JST2c�C�fc, . , City: "Si. State:EL Address: I Zip Code: 34983 Fax: City: State: Phone No. Zip Code: 3`I�lcv Fax: U�ZS E-Mail: Phone No. r]IiZ- Z��- Fill,in fee simple Title Holder on next page (if different E-Mail: �I��o �}j from the Owner listed above) State or County License: C-.- 13Z 7 z-93 If value of construction is 2500 or more,a RECORDED Notice of Commencement is required. om_ Now. DESIGNER/ENGINEER: _Not Applicable MORTGAGE COMPANY: Not Applicable Name: Aft20c i i<c'E if GAf Address: ?Zoo G-I-YSe C_iZdt Address: . Y-krJyR-t� S City: a,u ST), c c State: City: State:I_ Zip: 3y95-Z Phone: Yo9 Zip: 34gg` Phone: &Qft--90G- 99 i I FEE SIMPLE TITLE HOLDER: _Not Applicable BONDING COMPANY: _Not Applicable Name: Name: Address: Address: City: City: Zip: Phone: Zip: Phone: OWNER/CONTRACTOR AFFIDVIT:Application is hereby made to obtain a permit to'd'o the work and installation as indicated. I certify that no work or-installation has commenced prior to the issuance of a permit. St. Lucie County.makes no representation that is granting a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Home Owners Association rules,bylaws or and covenants that may restrict or prohibit such structure. Please consult with your Home Owners Association and review your deed for any restrictions which may apply. In consideration of the granting of this requested permit, I do hereby agree that I will,in all respects,perform the work in accordance with the approved plans,the Florida Building Codes and St. Lucie County Amendments. The following building permit applications are exempt from undergoing a full concurrency review:room additions, accessory structures,swimming pools,fences,walls,signs,screen rooms and accessory uses to another non-residential use WARNING TO OWNER:Your failure to Record a Notice of Commencement may result in your paying twice for imp rov a to your property. A Notice of Commencement must be recorded and posted on the jobsite before h r t inspection. If you intend to obtain financing, co ith I r or an attorney before comm n i ork or recor In our Notice of Commence t. igna r n r e Signature of Contractor icense Holder STATE OF FLORIDASTATE OF FLORI COUNTY OF COUNTY OF The forgoing in ment was ack pwledged before me The f_orggiing ins r ent was ack owledged before me this day of `�C� 20 by this�V `day of 20 by (Name of person acknowledging) (Name of person acknowledging) Signature of Notary lic- eoTnorda) (Signature of Notary I -State of Florida) Personally Know OR Produced Identification Personally Known OR Produced Identification Type of Identific tion roduced Type of Identification Produced WN� ��,••••• MY COMMISSION#FF 10 3V 643�� o�`:°�"i. BAIMAA CDODMAN Commission No. � * I ommission No. r '• ••' o OMISSION#FF 101341 EXPIRES:March 12, 1 * * EXPIRES:March 12,2018 8WW7hm8u010N*rySe ka iPr� °� BadedThtuBudgelNomrySerrlas A REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEATURTLE MANGROVE COUNTER REVIEW R VIEW REVIEW REVIEW REVIEW REVIEW DATE RECEIVED ( DATE 3 COMPLETED / Rev.7/2014 4 � � ' LUnob8rdesign values are Vv�h /\N���TP| 1 S8CbODG.8 These truss designs rely oD lumber values established hvothers. ' MiTekF-1 o q 8OO4 Parke East Blvd. Site Information: Tampa,FL33810'4115 Customer Info: Ron Raymond Project Name: Jon fk 8kv|a8|nnon Model: Lot/Block: 8 Subdivision: Address: Lone Pine Drive City: Fort Pierce State: FL Name Address and License#mf Structural Engineer ofReco��' �themmis one, for the building. � Name: Harvey E Koehnen LioanGe#: 3831 Address: 7205 Elyse Circle Cit,,�: Port St Lucie State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): O 4/TP12007 Design MiTok2(V2O7.0 Code:Wind A8C87-lU Wind Speed: 170ozob Roof Load: 371)nuf }�ooc�oud� �0��nxf | ' ^�� This package includes 47 individual, dated Truss Design Drawings and OAdditional Drawings. With my seal aff|xedto this sheet, | hereby that | ano the Truss Design Enginoor8nUth|aind8xahaat conforms 0o01G15-31.003' section 5of the Florida Board [f Professional Engineers Rules. No. Seal# I Truss Name I Date I No. I Seal# I Truss Name Date � ^ � , ,The truss drawing(s)referenced above / � x»mmnxx« have been hv�UTok USA,Inc. under my direct supervisionbased no the parameters ,-rv---- -y Chambers Truss. ' `~'r,E N T asO88ignEDg|Deo['aN8m8: Velez, Joaquin O8182 � t� D�y license renewal date for the state of Florida in Iehroxry28,2019.IMPORTANT NOTE: The seal on these truss component designs is a certification -o^ �~ - ^ that the engineer named is licensed in thejurisdiction(s)identified and that the STATE 0 F -*-' designs comply with ANSI/TPI 1. These designs are based upon parameters ZZ shown(e.g.,loads,supports,dimensions,shapes and design codes),which were 0 R N given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only,and was not taken into account in the preparation of %%':%� th'ese designs. MiTek has not independently verified the applicability of the design eters or the designs for particular building. Before use,the building designer Joaquin Velez psmo.6om should verify applicability o design parameters and properly incorporate these designs mmek USA,Inc.aourto63* into the overall building design per ANG|/TP| 1.Chapter 2. oocw Parke East Blvd.Tampa ao3610 nmo: ~ January 102017 Y I RE: 73955 - Simon,Residence/LAV Site Information: Customer Info: Ron Raymond Project Name: Jon &Skyia Simon Model: Lot/Block: 8 Subdivision: Address: Lone Pine Drive City: Fort Pierce State: FL No. Seal# Truss Name I Date 135 1 T10192249 1 GRG 1/10/17 136 1 T10192250 I GRH 1 1/10/17 137 I T10192251 I J 1 1 1/10/17 38 J T10192252 1 J3 1 1/10/17 139 J T10192253 1 AA 1 1/10/17 140 I T10192254 I J5 1 1/10/1,7 141 I T10192255 I J5A 1 1/10/17 J 142 1 T10192256 1 J7 1 1/10/17 43 T10192257 1 KJ7 1 1/10/17 144 T10192258 1 MV2 1 1/10/17 145 1 T10192259 1 MV4 1 1/10/17 146 _1 T10192260 1 MV6 1 1/10/17 147 1 T1 0192261 1 MV8 1 1/10/17 I i I 2of2 Job Truss Truss Type 0ty Ply Simon,Residence/LAV T10192215 73955 A HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 10 10:25:43 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-MkeW nl7eE3kB5P 10412Mat3PciBO9UBzeOYEAjzwoa6 9a-0 -2-0-0 5-10-6 9-0-0 3 12-7-10 18-6-0 2-0-0 5-10-6 3-1-70 3 3-1-10 5-10-6 03-0 Scale=1:36.1 4x4= i 4 5.00 F12 2x3 2x3 3 5 15 16 17 6 2 Io 8 7 i 3x6= 3x8= 4x4= 4x4= I 9-0-0 9-" 93-0 18.6-0 9-0-0 3-0 1 9-0-0 0-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.08 7-11 >999 360 MT20 244/190 TCD,L 7.0 Lumber DOL 1.25 BC 0.38 Velt(TL) -0.21 7-11 >999 240 BCLL 0.0 Rep Stress incr YES WB 0.18 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.05 7-11 >999 240 Weight:78lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-1-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=682/0-8-0,2=798/0-8-0 Max Horz 2=86(LC 4) Max Uplift6=-586(LC 5),2=-816(LC 4) Max Grav6=81 O(LC 9),2=934(LC 10) +FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=-1358/980,3-15=-1281/988,3-4—1077/773,4-5=-1078/793,5-16=1284/972, 16-17=1320/963,6-17=-1362/963 BOT CHORD 2-8=-829/1183,7-8=-829/1183,6-7=-801/1188 WEBS 3-7=-356/410,5-7=-361/418,4-7=-379/591 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.11;Exp C;Encl.,GCpi=0.18; GC Exterfor(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 9-3-0,Exterior(2)9-3-0 to 13-5-15;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`,This truss 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. 5)Pirovide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)6=586, 2=816. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a hCss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall iTek� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tab ricatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 r Job Truss Truss Type Qty Ply Simon,Residence/LAV T10192216 73955 AA HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tus Jan 10 10:25:44 2017 Page 1 1 D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-gwBu?e7G?Ns2jZKad?ab74cXC6XfuoH6t2Hnj9zwoa5 -2-0-0 6-8-6 8-5-0 11-9-2 17-0-0 �18-1-0 23-11-10 30-1-0 2-0-0 6-8-6 1-8-10 3-4-2 5-2-14 1-1-0 5-10-10 6-1-6 Scale=1:56.9 4x5= 5.00 FIT 4x4= 7 8 3x4� 21 22 3x4 3x6 6 9 2x3 11 5 2x3\\ 4 23 3 4x5 19 10 20 Ell �-E Z., 2 I N 01 16 15 14 13 12 11 3x4 6x8= 3x6= 3x4= 3x4= 3x6 II = 3x4= r 8-5-0 17-0-0 ,18-1-0, 23-11-10 I 30-1-0 _ 8-5-0 8-7-0 1-1-0 5-10-10 6-1-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLLI 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.08 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.20 14-16 >999 240 BCLLI 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.0512-13 >999 240 Weight:174lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEB I 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. .,REACTIONS. (lb/size) 2=384/0-8-0,16=1175/0-8-0,11=767/Mechanical Max Horz 2=226(LC 4) Max Uplift2=504(LC 4),16=-920(LC 5),11=-638(LC 5) Max Grav2=437(LC 10),16=1399(LC 9),11=906(LC 9) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-21=-808/666,7-21=761/681,7-8=-727/691,8-22=759/669,9-22=-817/651, 9-23=-975l706,10-23=1026/694,10-11=853/651 BOT CHORD 15-16=-281/413,14-15=-281/413,13-14=-325/610,12-13=-576/882 WEBS 3-16=-375/343,6-16=-1051/805,6-14—90/268,9-13=-347/319,10-12=-583/883 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-11-7,Interior(1)0-11-7 to 17-0-0,Exterior(2)17-0-0 to 18-1-0,Interior(1)22-4-1 to 29-11-4;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift at joint(s)except Qt=lb)2=504, 16 920,11=638. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED 6fTTEK REFERANCE PAGE M11-7473 rev.10/012015 BEFORE USE. Desir valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component not a true,system.Before use,the building designer must verity the applicabillty of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web aril/or chord members only.Addtlonal temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I 9 Job Truss Truss Type Oty Ply Simon,Residence/LAV T10192217 73955 AB HIP 1 1 Job Reference o tional chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:25:45 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-161GC_Bvmg_uKjumBj5gfl ggtW gYdF7G5i 1 LFbzwoa4 8-5-0 -2-0-0 6-6-10 7-9-14 15-0-0 20-1-0 25-1-4 30-1-0 2-0-0 6-6-10 134 7- 6-7-0 5-1-0 5-0-5 4-11-12 Scale=1:56.1 4x8= 5.00 12 4x5= 6 20 21 7 3x4 22 4x5 3x6% 19 8 2x3\\ 4 5 23 3 3x4 II 9 18 N N 2 Vj O of 14 13 12 11 10 3x4 6x8= 3x6= 3x8= 6x8= = 3x4= , 8-5-0 15-0-0 20-1-0 30-1-0 8-5-0 6-7-0 5-1-o 10-0-0 Plate;Offsets(X,Y)-- f2:0-1-6,Edge1,f6:0-5-4,0-2-01,(14:0-3-8,0-3-0) 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.22 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.56 10-11 >460 240 BCLL1 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.02 10 n/a n/a. BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.03 11 >999 240 Weight:167lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. ^REACTIONS. (lb/size) 2=412/0-8-0,14=1137/0-8-0,10=778/Mechanical Max Horz 2=226(LC 4) Max Uplift2=-499(LC 4),14=-944(LC 5),10=-663(LC 5) y Max Grav2=467(LC 10),14=1347(LC 9),10=909(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5-19=-796/635,6-19=736/649,6-20=-847/774,20-21=-847/774,7-21=-847/774, 7-22=-892/753,8-22=-940/738 BOT CHORD 12-13=-395/605,11-12=-395/605,10-11=604/799 WEBS 5-14=977/849,6-13=-274/258,6-11=1 761260,8-10—976/793,5-13=-501/740 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-11-7,Interior(1)0-11-7 to 15-0-0,Extedor(2)15-0-0 to 24-4-1,Interior(1)24-4-1 to 29-11-4;Lumber D6L=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=499, 14=944,10=663. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev.1010312016 BEFORE USE Desic_jn valid for use only with MITekO connectors.This deslgn Is based only upon parameters shown,and Is for an Individual building component,not a rots system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Iva building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MOW fabrication,required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regard( the fabrication,storage,delivery,erection and bracing of trusses and miss systems,seeANSI/TPI t Quality Criteria,DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Sheet Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I 1 Job Truss Truss Type Oty Ply Simon,Residence(LAV T10192218 73955 AC HIP 1 1 Jab Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 10 10:25:45 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-161GC_8vmg_uKjumBj5gf IgbtW rBd DOG5i1 LFbzwoa4 -2-0-0 6-9-14 8-5-0 13-0-0 17-6.8 22-1-0 30-1-0 2-0-0 6-9-14 1-7-2 4-7-0 4-6-8 4-0-8 8-" Scale=1:56.6 4x4= 4x8= 5,00 12 3x4= 5 6 7 2x3 I I 3x6 i 418 ZNI>20 3 rn 17 J> N .- 2 01 13 21 11 22 23 12 10 9 3x5= 2x3 11 3x4= 3x6= 3x8= 3x6 I I 8-5-0 13-0-0 22-1-0 30-1-0 8-5-0 4-7-0 9-1-0 8-0.0 Plate Offsets QX Y)-- 17:0-4-0,0-1-131,18:0-3-0,0-1-121 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.14 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.34 10-12 >751 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.84 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.08 10-12 >999 240 Weight:151 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-1-1 oc bracing. _ I REACTIONS. (lb/size) 2=835/0-8-0,13=552/0-8-0,9=939/Mechanical Max Horz2=226(LC 4) Max Uplift2=-812(LC 4),13=-546(LC 5),9—785(LC 5) t Max Grav2=1008(LC 10),13=739(LC 9),9=1153(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-17=-1410/743,3-17=1405/756,3-4=-1325/768,4-18=1483/950,5-18=-1477/965, 5-6=-1337/938,6-7=-1293/989,7-19=1357/937,19-20=-1363/923,8-20=-1424/921, 8-9=-1089/802 BOT CHORD 2-13=-690/1250,13-21=-690/1250,12-21=-690/1250,11-12=-824/1353,11-22=-824/1353, 22-23—824/1353,10-23=-824/1353 WEBS 4-13=531/549,5-12=-134/344,6-10=-251/189,8-10=646/1134 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-11-7,Interior(1)0-11-7 to 13-0-0,Exterior(2)13-0-0 to 26-4-1,Interior(l)26-4-1 to 29-11-4;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=I O.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=812, 13 546,9=785. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used In the analysis and design of this truss. I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev 10103,2015 BEFORE USE Design valid for use ody with MITekb connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a tnlu system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• is always required for stablilty 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,se0ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I '2 Job Truss Truss Type city Ply Simon,Residence/LAV T10192219 73955 AD HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc. Tus Jan 10 10:25:46 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-mJJeQK9XX_61ytTzlQc3CVhgLvCXMI?PKMmunl zwoa3 -2-0-0 6-6-10 11-0-0 17-6-8 24-10 30-1-0 2-0-0 6-6-10 1-10-6 2-7-0 6-6-8 6-6-8 6-0-0 Scale=1:55.6 48 2x3 II 4x8= 5 19 6 20 7 5.00 12 2x3 II 2x3\\ 4 >22 3 18 N 2 �1 14 13 12 11 10 9 30= 3x4= 2x3 11 3x6= 3x8= 3x4= 3x6 I1 8-5-0 11-0-0 17-6-8 24-1-0 _r_ 30-1-0 8-5-0 2-7-0 6-6-8 6-6-8 r 6-0-0 PlatelOffsets(X Y)-- (2:0-1-10 Edgel (5:0-5-4 0-2-01 [7:0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 C$I. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.08 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.22 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.1011-13 >999 240 Weight:158lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-7 oc purlins, except BOT iCHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-8-11 oc bracing. REACTIONS. (lb/size) 2=839/0-8-0,9=946/Mechanical,14=54210-8-0 Max Horz2=226(LC 4) Max Uplifl2=-857(LC 4),9=806(LC 5),14=516(LC 5) Max Grav2=948(LC 10),9=1082(LC 10),14=655(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-18=1374/968,3-18_1369/987,3-4—1229/953,4-5=-1289/1032,5-19=-1587/1287, 6-19=1587/1287,6-20=1587/1287,7-20=-1587/1267,7-21=-1197/934,21-22=-1199/925, 8-22=-1248/920,8-9=1025/817 BOT�CHORD 2-14=-889/1236,13-14=-768/1103,12-13=765/1102,11-12=-765/1102,10-11=-749/1069 WEBS 5-11=-392/523,6-11=-472/489,7-11=-411/567,7-10=-245/299,8-10_737/1075, 4-14=-234/262,3-14=-247/257 i NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C iC Exterior(2)-2-0-11 to 0-11-7,Interior(1)0-11-7 to 11-0-0,Exterior(2)11-0-0 to 28-4-1,Interior(1)28-4-1 to 29-11-4;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fitlbetween the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=857, 91806,14=516. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.f 0/03A2015 BEFORE USE. Deslpn valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss RV ff building design.&ac a Indicatfore use,the ed Is to preding vner must ent buckling verify f Indivi the dual ttruss web anty of d/orracrameters and hord member only.properly dditiIncoonal temporarate this ry anldio the permanenoverall bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mi tp ek• fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Simon,ResidencelLAV T10192220 73955 AE MONO HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi I ek Industries,Inc. Tue Jan 10 10:25:46 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-mJJeQK9XX_61ytTzIQc3CVhtavDOMmpPKMmun1 zwoa3 -2-0-0 4-9-14 6-5-0 9-0 16-0-15 23-0-1 30.1-0 ' 2-0-0 4-9-14 3-7-2 d-7 7-0-15 6-11-3 7-0-15 Scale=1:55.6 48= 3x4= 3x6= 2x3 II 4x4= 3x6 II 3 4 20 5 6 7 21 8 5.00 12 19 18 cl 2 1 14 13 12 11 10 9 3x4= 2x3 II 3x6= 3x4= 3xl0= 3x6 II 3x6 11 r 8-5-0 9-0-0 16-0-15 23-0-1 30-1-0 1 8-5-0 d-7-b 7-0-15 ' 6-11.3 7-0-15 Plate Offsets(X,Y)-- 12:0-1-2,Edgel,(4:0-5-4,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC o.51 Vert(LL) -0.06 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.17 11-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.45 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.0611-13 >999 240 Weight:153lb FT=20% I LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row atmidpt 4-11,8-10 •REACTIONS. (lb/size) 9=767/Mechanical,2=388/0-8-0,14=1171/0-8-0 Max Horz 2=377(LC 4) Max Uplift9—609(LC 5),2=-458(LC 4),14=-1073(LC 5) Max Grav9=852(LC 10),2=422(LC 10),14=1374(LC 9) FORCES. (Ib)-Max.Comp,/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-18=-285/103,18-19—284/121,3-19=-272/175,4-20_1115/832,5-20=-1115/832, 5-6=-1123/796,6-7=-1123/796,7-21=-1123/796,B-21=-11231796,8-9=-787/622 BOT CHORD 10-11=-832/1115 WEBS 4-11=-930/1324,5-11—474/477,7-10=-459/473,8-10=880/1241,3-14=-953/959 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-11-7,Interior(1)0-11-7 to 9-0-0,Exterior(2)9-0-0 to 13-3-1;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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 fit between the bottom chord and any other members. 5)Refer 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)except(jt=lb)9=609, 2=458,14=1073. 7)"S mi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. I ®I WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MII--7473 rev.la(63/2015 BEFORE USE. D�slgn valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component not a frLd system.Before use,the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall n�Tek• building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IY901 fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TP1I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria VA 22314. Tampa,FL 33610 7 Job Truss Truss Type Qty Ply Simon,Residence/LAV T70192221 73955 B COMMON 3 1 Job Reference(optional) Chambers Truss. Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 10 10:25:47 2017 Page 1 11 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-FVIOdgA911 Ecal29J7711j E4gJXZ5AMZZOWSJ Uzwoa2 i -2-0-0 5-4-0 11-3-5 17-6-8 i 22-1-4 26-8-0 � 3035-1-0 37-1-0 i 2-0-0 5-4-0 r 5-11-5 6-3-3 4-0-12 4-6-12 3-10-10 4-6-6 2-0-0 Scale:3/16'=1' I 5x6= 5.00 F12 6 3x4 i 25 26 3x4 3x6-�- 7 3x6 5 4 8 3x4 11 9 3x6 i 3 24 !�27 2 10 2 01 11Io 17 16 15 28 13 t4 12 3x6 11 3x6— 3x8—_ 4x6= 6x8= 3x5= 3x5= 3x4= I j 55-0-0 0-4-0-0-0 §04M 11 5-1 31- -5 8-0 -5 17-6-8 26- 35-1-0 6-3-3 9-1-8 8-5-0 Plate Offsets(X,Y)-- f2:0-0-2,0-0-01,110:0-0-14,Edgel,(12:0-3-8,0-3-01 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.12 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.27 12-14 >950 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.36 12-14 >711 240 Weight:181 lb FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 3-16 REACTIONS. (lb/size) 17=1348/0-8-0,12=1073/0-8-0,10=39710-8-0 Max Horz 17=-56(LC 5) Max Uplift 17=2502(LC 4),12—1643(LC 5),10—437(LC 5) i Max Grav 17=1433(LC 10),12=1234(LC 9),10=467(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-24=15421743,3-24=-1530/808,3-4=-671/1058,4-5—580/1075,5-25=-663/1101, 6-25=-605/1112,6-26=-609/1151,7-26=-646/1140 BOT CHORD 2-17=-740/1621,16-17=-714/1565,15-16=-663/481,14-15=-663/481,14-28=-343/359, 13-28=-343/359,12-13=-343/359,10-12=-114/384 WEBS 3-17=-1336/2039,3-16=2191/1248,5-16=-410/421,6-14=-498/210,7-14=-292/177, 7-12=715/1101,9-12=-499/450 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wihd:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.II;Exp C;Encl.,GCpi=0.18; C-C Extedor(2)-2-0-11 to 1-5-7,Interior(1)1-5-7 to 17-6-8,Exterior(2)17-6-8 to 21-0-10;cantilever left exposed;porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 17--2502,12=1643,10=437. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev.10/012015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual building component not a Iruss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall r building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing I p�VI!Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of musses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,21811.Lee Street,Suite 312.Alexandria-VA 22314. Tampa,FL 33610 P ] Job Truss Truss Type Qty Ply Simon,ResidencelLAV T10192222 73955 B1 COMMON 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 10 10:25:47 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-FVtOdgA911 Eca129J7711j E2wJXU578ZZOW SJUzwoa2 -2-0-0 3-4-0 10-4-13 17-6-8 22-1-4 2%8-0 30-6-10 35-1-0 37-1-0 2-0-0 3-4-0 7-0-13 7-1-12 4-6-12 4�-12 3-10-10 4-6-6 2-0-0 Scale:3/16°=1' 5x6= 5.00 12 5 24 25 3x5 5x8% 6 3x6 4 7 3x4 II 8 4x5 3 23 26 2 9 a]1 10Io 16 15 14 13 27 12 11 3x6 II 44—_ 3x6= 3x8__ 4x6= 6x8= 3x5= 3x5= 3-0-0 3i4r0 10-4-13 17-6-8 26-8-0 35-1-0 3-0-0 0.4-0 7-0-13 7-1-12 9-1-8 8-5-0 Plate lOffsets O,Y)-- 12:0-0-2,0-0-01,(4:0-3-4,0-3-41,[9:0-0-14,Edge],(11:0-3-8,0-3-01 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.12 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.27 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.01 11 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.36 11-13 >779 240 Weight:181 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-15,4-13 .REACTIONS. (lb/size) 16=1215/0-8-0,11=1238/0-8-0,9=365/0-8-0 Max Horz 16=56(LC 5) Max Upliftl6=-2256(LC 4),11=-1920(LC 5),9=381(LC 5) Max Grav 1 6=1 292(LC 10),11=1404(LC 10),9=433(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-23=-915/406,3-23—908/447,3-4=1126/1790,4-24=-812/1321,5-24=-743/1333, 5-25=-751/1380,6-25—786/1369,8-26=-331/233,9-26=344/142 BOT CHORD 2-16=-391/1001,15-16=-366/945,14-15=-1370/906,13-14=-1370/906,13-27=-459/418, 12-27=-459/418,11-12—459/418,9-11=-1 94/517 WEBS 3-16=1200/1763,3-15=-2239/1291,4-13=-432/746,5-13=-633/276,6-13=-478/282, 6-11=-930/1457,8-11=-503/456 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 1-5-7,Interior(1)1-5-7 to 17-6-8,Exterior(2)17-6-8 to 21-0-10;cantilever left exposed;porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 16L2256,11=1920,9=381. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. AI WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MlTek8 connectors.This design Is based oNy upon parameters shown,and is for an individual building component,not a ftuCi system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Addillonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fab lcailom storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 i ' 7 1 Job Truss Truss Type Oty Ply Simon,Residence11 AV T10192223 73955 B2 COMMON 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 10 10:25A8 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-jhRPr?Bn3bMTCBdLsreXHwnEnjvrgfxiogF?swzwoat -2-0-0 3-4-0 10-4-13 17-6-8 24-8-3 _ 29-5-1 35-1-0 , 2-0-0 3-4-0 7-0-13 7-1-12 7-1-11 4-8-15 5-7-15 Scale=1:61.9 5x6= 5.00 Fi2 5 23 24 5x8 5x8 4 6 3x4 7 3x5 3 25 22 2 8 21 I* 0 0 i 15 14 t3 12 11 10 9 3x6 II 4x4— 3x6= 3x8= 3x6= 3x4— 3x6 II 3x5= 3x5= 3-0-0 3 4r0 10-4-13 17-6-0 24-8-3 29-5-1 35-1-0 �— 3-0-0 0-'4-0 7-0-13 7-1-12 7-1-11 4-8-15 5-7-15 Plate;Offsets(X,Y)-- j2:0-5-6,0-0-41,14:0-3-4,0-3-41,(6:0-3-4,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL1 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.05 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.15 10-12 >999 240 BCLL1 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.05 12-14 >999 240 Weight:181 lb FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-14,4-12,6-12 REACTIONS. (lb/size) 15=1324/0-8-0,9=1278/0-11-5,8=106/0-8-0 Max Harz 15=101(LC 4) Max Uplift15=1214(LC 4),9=928(LC 5),8=-150(LC 5) 4 Max Grav 15=1556(LC 10),9=1521(LC 9),8=145(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-22=854/413,3-22=-847/454,3-4=-1466/905,4-23=-1145/795,5-23=-1078/806, 5-24=1077/832,6-24=-1142/820,6-7=-1039/711,7-25=-176/343,8-25-185/298 BOT CHORD 2-15=-396/945,14-15=-383/843,13-14=-641/1231,12-13=-641/1231,11-12=390/835, 10-11=-390/835,9-10=305/249,8-9=-305/249 WEBS 3-15=-1404/1223,3-14=-1351/1617,4-14=-189/324,4-12=-435/345,5-12=-164/387, 6-10=481/381,7-10=-734/1297,7-9=-1388/917 I NU ES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.ll;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 1-5-7,Interior(1)1-5-7 to 17-6-8,Exterior(2)17-6-8 to 21-0-10;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)except Qt=lb) 15L1214,9=928,8=150. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII--7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek8 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 vedfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabxlcatlorL storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quallty Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I l Job Truss Truss Type Qty Ply Simon,Residence/LAV T10192224 73955 B3 COMMON 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mirek Industries,Inc.Tue Jan 10 10:25:49 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-Bu?n2LBPgvUKpKCYQY9mgBJLk79zZOQrOK?YOMzwoaO -2-0-0 3-4-0 10-4-13 17-6-8 24-6-8 29-5-2 35-1-0 2�0-0 3-4-0 7-0-13 7.1-12 7-0-0 4-10-11 5-7-14 Scale=1:61.6 5x6= 5.00 12 5 23 24 5x8 6x8 4 67 3x4 8 4x8 i 3 25 22 2 9 �� 10 0 15 14 13 12 11 10 3x6 11 5x6—_ 3x6= 3x8—_ 4x6= 3x4= 3x8 3x5= i 3-0-0 3�4r0 10-4-13 17-6-8 27-4-5 35-1-0 3-0-0 0-4-0 7-0-13 7-1-12 9-9-13 7-8-11 Plate!Offsets(X,Y)-- 12:0-0-6,0-0-01,14:0-3-4,0-3-41,f7:0-1-12,Edgel,19:0-3-0,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLIJ 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.20 10-12 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.54 10-12 >700 240 BCLL 0.0 * Rep Stress Incr YES WB 0.91 Horz(TL) -0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.6510-12 >587 240 Weight:176lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-1-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-14,4-12,5-12,6-12 ,REACTIONS. (lb/size) 15=1548/0-8-0,9=1159/Mechanical Max Horz 15=101(LC 4) Max Upliftl 5=-2841(LC 4),9=-2126(LC 5) Max Gravl5=1632(LC 10),9=1225(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22=-930/415,3-22=922/456,3-4=-1713/2805,4-23=-1522/2560,5-23=-1455/2571, 5-24=-1456/2602,6-24=-1518/2590,6-7=-2260/4089,7-8=2344/4088,8-25=-2479/4174, 9-25=-2528/4166 BOT CHORD 2-15=-400/1015,14-15=-387/913,13-14=-2399/1454,12-13=-2399/1454, 11-12=2986/1871,10-11=2986/1871,9-10=-3723/2257 WEBS 3-15=-1542/2346,3-14=-3196/1851,4-14=-314/187,4-12=-290/492,5-12=1529/668, 6-12=790/1230,6-10=-1001/466,8-10=291/291 1)Unbalanced Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 1-5-7,Interior(1)1-5-7 to 17-6-8,Extedor(2)17-6-8 to 21-0-10;cantilever left exposed;porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed.for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss 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. 5)Refer 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)except Qt=lb) 15 2841,9=2126. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a In&system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Iva building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute,218 N.Lee Street Suite 312 Alexandria VA 22314. Tampa,FL 33610 t Job Truss T Type city Ply Simon,Resldence/LAV, T10192225 73955 BA ON 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 10 10:25:49 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-Bu?n2LBPgvUKpKCYQY9mg8JR?7EKZ2ErOK?YOMzwoaO 11-3-5 17-6-8 22-1-4 26-8-0 35-1-0 37-1-0 11-3-5 6-3-3 4-6-12 4-6-12 B-5-0 2-0-0 Scale=1:62.1 5x6= 5.00 12 5 24 25 3x4 3x6-3x4% 6 3x6 4 3 7 3x4 I I a e 3x4 I 2 23 26 1 9 10I4 16 15 14 13 27 12 11 3x6 I I 3x4— 3x8—_ 3x6= 5x6= 3x5= 3x5= 3x6= r S-D-0 514,0 113-5 26-8-0 35-1-0 5-0-0 04-0 5-11-5 15-4-11 8-5-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL I 20.0 Plate Grip DOL 1.25 TO 0.30 Vert(LL) -0.12 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(fL) -0.27 11-13 >949 240 BOLL i 0.0 ' Rep Stress Incr YES W B 0.79 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.04 11-19 >999 240 Weight:177lb FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP M 30 .TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=400/0-8-0,16=1209/0-8-0,11=1098/0-8-0 Max Horz 16—101(LC 5) Max Uplift9=545(LC 5),16=970(LC 4),11=767(LC 4) Max Grav9=455(LC 9),16=1444(LC 9),11=1371(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-23=-445/498,2-23=-431/547,2-3=-804/560,3-4=-713/563,4-24=-758/572, 5-24—699/583,5-25=-704/621,6-25=-741/610 BOT CHORD 1-16=-484/503,15-16=-497/548,14-15=193/627,13-14=-193/627,13-27=-95/421, 12-27=-95/421,11-12=-95/421,9-11=-1 261259 WEBS 2-16=-1287/965,2-15=748/1177,4-15=-332/310,6-11=-823/465,8-11=-499/454 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wina:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17fh Cat.II;Exp C;Encl.,GCpi=0.18; C-C!Exterior(2)0-0-0 to 3-6-2,Interior(1)3-6-2 to 17-6-8,Exterior(2)17-6-8 to 21-0-10;Lumber DOL=1.60 plate grip DOL=1.60 3)Thisltruss 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 fit between the bottom chord and any other members,with BCDL=I O.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)9=545, 16=970,11=767. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. R nacing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANS1/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type r city Ply 73955 C HIP 1 Simon,ResidenceMV T10192226 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Wek Industries,Inc.Tue Jan 10 10:25:50 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-f4Z9FhC1bDcBRUnk_Gh?MLsdkWZVlfm?F_k6wpzwoa? 5-8-1.2 _ 9-0-0 11-0-0 14-3-4 20-0-0 5-8-12 3-3-4 2-0-0 3_3-4 5-8-12 Scale=1:34.3 4x4= 4x4= 3 4 5.00 12 2x3 2x3 i 2 5 17 18 c 16 19 e 1 6 to 9 8 7 3x5= 3x4= 3x6= 3x4= 3x5= 9-0-0 11-0-0 20-" 9-0-0 2-0-0 9-0-0 Plate Offsets(),Y)-- (1:0-2-8,Edgel,(6:0-2-8,Edgel I LOADING(psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.09 7-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.25 7-15 >946 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.03 6 n/a n/a BCDLi 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.07 9-12 >999 240 Weight:84lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-4-9 oc bracing. WEBS 2x4 SP No.3 .REACTIONS. (lb/size) 1=740/0-8-0,6=740/Mechanical Max Harz 1=14(LC 5) Max Upliftl=-639(LC 4),6=-639(LC 5) Max Gravl=872(LC 9),6=872(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-16=-1518/1149,16-17=-1478/1150,2-17=-1443/1157,2-3_1226/944,3-4=1122/911, 4-5=-1226/944,5-18=-1443/1157,18-19=-1478/1150,6-19=-1518/1149 BOT CHORD 1-9=-990/1334,8-9=-635/1033,7-8=-635/1033,6-7=-976/1334 WEBS 2-9=376/434,3-9=-204/310,4-7=204/310,5-7=-376/434 1 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17fh Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 9-0-0,Exterior(2)9-0-0 to 11-0-0,Interior(1)15-2-15 to 20-0-0;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)except Qt=lb)1=639, 6=639. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev,1010312015 BEFORE USE Design valid for use only with MITek6 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify The applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is To prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. ror general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type city Ply Slmon,ResidencelLAV T10192228 73955 C2 MONO HIP 1 1 Job Reference o clonal Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 10 10:25:51 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-7G6XT1 DfM W k23eMwYzCEvZPkVwuel zNBUeUtSFzwoa_ 5-8-3 10-4-0 15-0-4 20-0-0 5-8-3 4-7-13 4-8-4 4-11-12 Scale=1:35.2 45= 3x4 I I 3x4= 3 16 4 17 5 5.00 F12 14 3x4 15 2 v - 13 I g 8 7 = 3x4= 2x3 II 3x8= 3x6 66x8= 5-8-3 10-4-0 20-0-0 5-8-3 4-7-13 9-8-0 Plate Offsets(X,Y)-- f1:0-0-14,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL'i 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) "-0.18 6-8 >999 360 MT20 244/190 TCDL! 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.47 6-8 >509 240 BCLLi 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.05 8-9 >999 240 Weight:102lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-1 oc bracing. REACTIONS. (lb/size) 1=746/Mechanical,6=724/Mechanical Max Harz 1=325(LC 5) Max Upliftl=-585(LC 4),6=-658(LC 5) Max Grav 1=861(LC 9),6=833(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-1 3=-1 559/1048,2-13_1518/1057,2-15=-1102/748,14-15=1095/753,3-14=1058/763, 3-16=-1001/777,4-16=-1001/777 BOT CHORD 1-9=-1213/1474,8-9—1213/1474,7-8=593/709,6-7=-593/709 WEBS 2-8=534/486,4-8=-255/404,4-6=-924/790 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vuit=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-4-0,Exterior(2)10-4-0 to 14-6-15;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit Between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=585, 6=658. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE MII-7473 rev,1010312015 BEFORE USE. Design valid for use only with MITekO connectors.This design is based only upon parameters shown,and Is for an Individual[wilding component not a trust system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Iva p� building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing I VI iTek' B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Tampa,FL 33610 E,' Truss Truss Type Qty Ply ton,Residencefl-AV T1 of 92229 5 C3 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:25:52 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-bTgvgN El7gsvgox65hj USmxwN KFpmSRI it DD_hzwoZz 4-5-7 6-10-8 10-0-0 11-1-8 15-5-0 20-0-0 4-5-7 2-5-2 3-1-8 1-1-8 4-3-8 4-7-0 Scale=1:35.8 5x6= 3 4x4= 3x4 11 4 3x4= 6 5.00 12 2x3 15 2 n 6 14 v 1 10 9 8 = 3x4= 3x4= 3x6 3x8= 76x8= I i 6-10-8 11-1-8 20-0-0 6-10-8 4-3-0 8-10-8 Plate Offsets(X,Y)-- (1:0-0-14,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.13 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.35 7-8 >686 240 BCLL 0.0 Rep Stress[nor YES WB 0.63 HOrz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.05 10-13 >999 240 Weight:1051b FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS' 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-1-11 oc bracing. REACTIONS. (lb/size) 1=749/Mechanical,7=720/Mechanical Max Harz 1=275(LC 5) Max Upliftl=-589(LC 4),7=-632(LC 5) Max Grav1=870(LC 9),7=827(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-1475/949,2-14=-1423/961,2-3—1516/1127,3-4=-1235/901,4-5=-1111/806 BOT CHORD 1-1 0=-1 05311364,9-10=-752/1000,8-9=-752/1000,7-8=-615/771 WEBS, 2-10=-376/402,3-10—490/594,3-8=-280/464,4-8=-598/476,5-8=-257/458, 5-7=-978/797 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterjor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-0-0,Exterior(2)10-0-0 to 11-1-8;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=589, 7=632. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103J2015 BEFORE USE. Design valid for use ordy with MITek,5 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type city Ply Simon,Residence/LAV T10192230 73955 C4 COMMON 1 i ! Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 10 10:25:52 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-bTgvgN E17gsvgox65hjUSmxyYKETmYfl it DD_hzwoZz 6-11-2 10-0-0 , 13-0-14 ,, 20-0-0 6-11-2 3-0-14 3-0-14 6-11-2 Scale=1:33.8 4x4= 3 5.00 12 2x3\\ 2x3 2 4 14 15 i 1 5 to 7 6 3x6= 3x8= 3x6= 3x6= 10-0-0 20-0-0 10-0-0 10-0-0 Plate Offsets O,Y)-- 11:0-0-2,Edgel,15:0-0-2,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.11 6-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.29 6-10 >837 240 BCLL 0.0 Rep Stress incr YES W B 0.23 Horz(TL) 0.03 5 n/a n/a BCDLi 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.06 6-13 >999 240 Weight:80 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-2-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=740/Mechanical,5=740/Mechanical Max Horz 1=-2(LC 4) Max Upliftl=-617(LC 4),5=-617(LC 5) Max Grav1=877(LC 9),5=877(LC 9) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=1432/967,2-14=1381/979,2-3=1154/826,3-4=-1154/826,4-15=1381/979, 5-15=-1432/967 BOT CHORD 1-7=-794/1238,6-7=-794/1238,5-6=792/1238 WEBS 3-6=-490/748,4-6=-404/421,2-6_404/421 I NV ES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-0-0,Exterior(2)10-0-0 to 13-2-5;Lumber DOL=1.60 plate grip DOL=1.60 3)Thi6 truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4).Tflis truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit Between the bottom chord and any other members. 5)Refer 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)except Qt=lb)1=617, 5=617. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev.1010212016 BEFORE USE. Design valid for use only with MITek9 connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a trugs system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall A bolding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrcation,storage,delivery,erection and bracing of trusses and truss systems,soeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2111 N.Lee Sheet,Suite 312,Alexandrla-VA 22314, Tampa,FL 33610 f 1 Job Truss Truss Type Qty Ply Simon,Residence/LAV T10192231 73955 C5 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 10 10:25:53 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-3fEl uj EwuB_mlyW JfOEj_U6mkbPVuuRxyzm W 7zwoZy ! 7-8-6 11-4-0 15-6-4 20-0-0 7-8-6 3-7-10 4-2-4 4-5-12 Scale=1:35.1 4x4= 3x4 3x4 11 = 3 15 4 16 6 5.00 12 3x4 14 2 13 1 Z\ 9 8 7 3x6 3x6= 3x8= 6 = 6X8= 2x3 1 7-8-6 11-4-0 20-0-0 7-8-6 3-7-10 8-8-0 Plate Offsets(Y Y)-- (1:0-3-0,0-1-21,f8:0-2-10,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vett(LL) -0.12 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(fL) -0.32 6-7 >745 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) -0.02 1 n/a n/a BCDL; 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.06 9-12 >999 240 Weight:104lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-11 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-10-10 oc bracing. REACTIONS. (lb/size) 6=717/Mechanical,1=753/Mechanical Max Horz 6=338(LC 5) Max Uplift6=-646(LC 5),1=-575(LC 4) Max Grav6=829(LC 9),1=870(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-15=-870/657,4-15=-870/657,1-13=1388/841,2-13=1328/856,2-14=-972/654, 3-14=-962/664 BOT CHORD 1-9=668/1185,8-9=-668/1185,7-8=-668/1185,6-7=-149/507 WEBS 4-6=-862/718,4-7=-263/425,2-7=-569/462 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 11-4-0,Exterior(2)11-4-0 to 14-4-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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 fit be the bottom chord and any other members. 5)Refer 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 atjoint(s)except Qt=1b)6=646, 1=575. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i - I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev,1010312015 BEFORE USE. R Desl3n valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not q` a him system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandria VA 22314. Tampa,FL 33610 t Job Truss Truss Type Oty Ply Simon,Residence/LAV T10192232 73955 C6 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Tus Jan 10 10:25:53 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-3fEl uj Ewu8_mlyW JfOEj_U3zkcVVq D RxyzmW 7zwoZy i 7-8-5 i 13-4-0 i _ 20-0.0 7-8-5 5-7-11 6-8-0 Scale=1:40.4 5x8 MT18HS= 3x6= 3 14 15 4 5.00 12 13 3x4 2 12 1 o 8 7 6 5 3x6= 3x6= 3x8= 3x6 I I 2x3 II I 7-8-5 13-4-0 i 20-M 7-8-5 5-7-11 6-8-0 Plate!Offsets(Y Y)-- (1:0-6-2,0-0-4),(3:0-5-12,0-2-8),(7:0-2-11,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.05 8-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.15 8-11 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.92 Horz(TL) -0.02 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.06 8-11 >999 240 Weight:103lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-3-8 oc bracing. REACTIONS. (lb/size) 5=717/Mechanical,1=752/Mechanical Max Horz5=392(LC 5) Max Uplift5=-662(LC 5),1=-552(LC 4) Max Gravy=841(LC 9),1=868(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=-781/674,3-14=-685/529,14-15=685/529,4-15=-685/529,1-12=-1401/777, 2-12=-1343/792,2-13=-773/472,3-13=-719/489 BOT CHORD 1-8=-611/1199,7-8=611/1199,6-7=611/1199,5-6=-162/375 WEBS 4-6=-681/884,2-6=-737/537,2-8=0/256 NU ES- 1)Wind:ASIDE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 13-4-0,Exterlor(2)13-4-0 to 16-4-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All.plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)5=662, 1=552. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Deslgn valid for use only with Mffek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Info the overall r buildng design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage-delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 r e Jab Truss Truss Type city Ply Simon,Residence/LAV T10192233 73955 C7 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:25:53 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-3fElujEwu8_mlyWJfOEj_U2MkbhVtxRxyzm W 7zwoZy 7-9-8 15-4-0 20-0-0 r 7-9-8 7-6-8 Scale=1:42.8 5x8 MT18HS= 3x4= ' 5.00 12 3 14 15 4 i 13 5x12 MT181­!S 2 12 1 o o 8 7 6 5 3x6= 2x3 II 3x6= 3x8= 3x6 I I 7-9-8 15-4-0 20-0-0 7-9-8 7-6-8 4-8-0 PlateiOffsets(x,Y)-- (1:0-6-2,0-0-41,(2:0-6-0,0-3-01,(3:0-5-0,0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLLI 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.06 6-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Verl(TL) -0.18 6-8 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) -0.02 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.06 8-11 >999 240 Weight:107lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-9-13 oc bracing. WEBS 1 Row at midpt 2-6 REACTIONS. (lb/size) 5=718/Mechanical,1=751/Mechanical Max Harz 5=446(LC 5) Max Uplifts—678(LC 5),1=-528(LC 4) Max Grav5=855(LC 9),1=864(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=-825/682,3-14=487/375,14-15=487/375,4-15=487/375,1-12=-1409/707, 2-12=-1297/723,2-13=-568/293,3-13=-494/303 BOT CHORD 1-8=-549/1208,7-8=-551/1198,6-7=-551/1198,5-6=-199/440 WEBS 4-6=-658/856,3-6=191/314,2-6=-942/674,2-8=0/315 I NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 15-4-0,Exterior(2)15-4-0 to 18-4-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)5=678, 1=528. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I i I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE R Desl47n valid for use only with MITek6 connectors.This design is based only upon parameters shown,and is for an Individual building component,not p` a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon,storage,delivery,erection and bracing of trusses and truss systems,seeANS1/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Padre East Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexanci ta.VA 22314. Tampa,FL 33610 r Jab Truss Truss Type Qty Ply Simon,Residence/LAV T10192234 73955 C8 SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Tue Jan 10 10:25:54 2017 Page 1 I D:h6mtwPiVBgdtYnDCrGVbbyKdpJ-Xrog53FYf R6dw64VD6lyXB 1 Jf8xxEGmbAciJ2azwoZx 6-2-9 12-3-8 � 17-4-0 20-0-0 r 6-2-9 6-1-0 5-0-8 1 2-8-0 4X8= 3x4 Scale=1:45.6 I I 5.00 12 5 6 15 3X4 3x6 5,� 4 3 2X3\\ 2 14 I _ 1 0 10 9 8 7 3x4= 3x4= 3x6= 3x4= 6x8= 8-9-4 17-4-0 20-0-0 8-9-4 B-6-12 2-8-0 Plate;Offsets(X,Y)-- (1:0-1-10,Edge),(5:0-5-4,0-2-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.09 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.25 8-10 >945 240 BCLL 0.0 Rep Stress-Incr YES WB 0.96 Horz(TL) -0.02 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.04 10-13 >999 240 Weight:118 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-13 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-7-1 oc bracing. wREACTIONS. (lb/size) 7=722/Mechanical,1=748/0-8-0 Max Horz7=499(LC 5) Max Uplift7=-695(LC 5),1=-497(LC 4) Max Grav7=875(LC 9),1=853(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-1491/739,2-14=1449/750,2-3=-1223/590,3-4=1157/600,4-15=-325/131, 5-15=-275/146 BOT CHORD 1-10=-584/1307,9-10—138/666,8-9—138/666,7-8=-5/311 WEBS 5-8_373/694,4-8=-784/606,4-10=-300/588,2-10=-439/424,5-7=874/650 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 17-4-0,Exterior(2)17-4-0 to 19-10-4;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer 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)except Qt=lb)7=695, 1=497. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Deslgn valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Solely Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type ' Qty Ply simon,Residence/LAV T10192235 73955 C9 MONO HIP i 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 10 10:25:64 2017 Page 1 I D:h6mtwPix?BgdtYnDCrG VbbyKdpJ-Xrog53FYfR6dw64V D6lyXB 1 G78xpEHzbAciJ2azwoZx -0-0 i 8-3-9 i 15-9-0 20-0-0 2-0-o 8-3-9 7-5-7 4-3-0 Scale=1:44.1 4x8 3X4 I I 5.00 12 4 15 5 13 5x12 MT18HS i 14 3 i 2 �1 9 8 7 6 3x5= 2x3 II 3x6= 3x4= 6x8= 8-3-9 15-9-0 20-0-0 i 8-3-9 7-5-7 4-3-0 PlatelOffsets(X Y)-- f3:0-6-0,0-3-01,14:0-5-4,0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLb 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.06 7-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.16 7-9 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.95 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.06 9-12 >999 240 Weight:111lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-4-3 oc bracing. WEBS 1 Row at midpt 3-7 •REACTIONS. (lb/size) 6=714/Mechanical,2=866/0-8-0 Max Horz2=555(LC 4) Max Uplift6_702(LC 5),2=-752(LC 4) Max Grav6=854(LC 9),2=989(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1355/702,3-14=-518/263,13-14=447/267,4-13=-445/277 BOT CHORD 2-9=992/1307,8-9=-994/1301,7-8=-994/1301,6-7=-370/456 WEBS 3-9=0/322,3-7=-949/697,4-7=-256/531,4-6=-857/695 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 15-9-0,Exterior(2)15-9-0 to 19-10-4;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)Alllplates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'Tlhis 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 fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)6=702, 2=752. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mlh7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown.and Is for an Individual building component,not a truss system.Before use,the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avertable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Simon,ResidencelLAV T10192236 73955 C10 MONO HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Jan 10 10:25:51 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-7G6XT1 DfMWk23eMwYzCEvZPmywwxix28UeUfSFzwoa_ i -2-" 7-2-4 13-9-0 20-0-0 2-0-0r— 7-2-4 6-6-12 1 6-3-0 1 Scale=1:40.4 4x8= 3x4 I I 5.00 12 5 16 17 6 i 14 I 15 4x6 15- 3x4 4. 3 I 2 I � _ 1 10 9 8 7 3x4= 2x3 I I 3x6= 3x4= sxe= 7-2-4 13-9-0 20-0-0 7-2-4 6-6-12 6-3-0 Plate Offsets(X,Y)-- f3:0-3-0,Edge1,f5:0-5-4,0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.04 10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.11 8-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.05 10 >999 240 Weight:107 lb FT=20 LUMBER- BRACING- TOP'CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-9 oc purlins, except BOT'CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-12 oc bracing. WEBS 1 Row at midpt 5-7 'REACTIONS. (lb/size) 7=718/Mechanical,2=862/0-8-0 Max Horz 2=501(LC 4) Max Uplift7=-686(LC 5),2=-774(LC 4) Max Grav7=846(LC 9),2=987(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1459/845,3-4=1360/847,4-15=-738/450,14-15=-678/454,5-14=677/464 BOT CHORD 2-10=-1092/1399,9-10=-1092/1399,8-9=-1092/1399,7-8=-536/666 WEBS 4-10=0/267,4-8=-817/615,5-8=-209/471,5-7=-896/720 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.ll;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 13-9-0,Exterior(2)13-9-0 to 17-11-15;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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 fit between the bottom chord and any other members. 5)Refer 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 atjoint(s)except Qt=lb)7=686, 2=774. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I ®,WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Des!ggn valid for use oNy with MITek®connectors.This design is based only upon parameters shown.and is for an Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcation,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. salary Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job 1 Truss Truss Type Qty Ply 73955 D COMMON 6 1 Simon,ResidencelLAV T10192237 Job Reference o tional 7:�:Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mtrek Industries,Inc.Tue Jan 10 10:25:55 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-02M2JPGAQIFUXFfhnpGB3PZNOXFKztskPGStaOzwoZw -2-0-0 7-5-5 12-9-0 20-0-0 2-0-0 7-5-5 5-3-11 7-3-0 Scale=1:38.0 4X6= 5.00 F12 5 i 12 13 14 2x3 X 3x6 4 44 II 6 3 i m n N 2 1 8 15 16 5xB= 7 3x5= 6x8= 10-2-2 20-0-0 10-2-2 9-9-14 Plate Offsets(),Y)-- (2:0-2-8,Edge),(8:0-4-0,0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.18 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.47 7-8 >511 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.33 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.05 8-11 >999 240 Weight:96lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc puffins, except BOTICHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-9-12 oc bracing. WEBS 1 Row at midpt 5-7 REACTIONS. (lb/size) 2=86610-8-0,7=715/Mechanical Max Horz2=250(LC 4) Max Uplift2=-832(LC 4),7=-613(LC 5) Max Grav2=1035(LC 10),7=902(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP'CHORD 2-3=-1515/906,3-4=-1434/917,4-12=-1265/784,5-12=-1216/800,6-7—306/340 BOT CHORD 2-8=-881/1363,8-15=464/764,15-16=-464/764,7-16=-464/764 WEBS 4-8—438/432,5-8=-296/685,5-7=-808/492 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C iC Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 12-9-0,Exterior(2)12-9-0 to 15-9-0;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 5)Refer 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)except Qt=lb)2=832, 7'613. 7)"Seml-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®'WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a tr1s system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall buildiIs alwaysrrequired for an. bilitya nted Is to d to prevent collapse vent with fpossib a personal Injury web and property damage.or chord rs lFy.Additional or generaluidancce regarding permanent and he brining 6ViiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,AJexandda,VA 22314. Tampa,FL 33610 t ob h cuss cuss ype 1 city y simon,ResidenceMv T10192238 73955 E COMMON 13 Job Reference(optional) Charnbers Truss,Fort Pierce,FL 7.640 s Apr 22 2016 MiTek Industries,Inc.Tue Jan 10 10:33:37 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-?N8riTt7d700aXsLFXnl PgiPlnyl DpHkeBMJoEzwoSi -2-0-0 6-8-6 12-9-0 18-9-10 25-6-0 27-6-0 2-0-0 6-8-6 6-0-10 6-0-10 6-8-6 2-0-0 Scale=1:47.3 4x5= 5.00 F12 5 I 19 20 3x6 i 2x3\\ 6 4 3x6 3 7 2 8 01 i 12 11 21 10 3x4= 3x6= 3x4= 3x5= 3x5= 8-8-10 16-9-6 i 25-6-0 i 8-8-10 8-0-13 8-8-10 Plate Offsets(X,Y)-- f2:0-1-2,Edge),(8:0-1-2,Edge) I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.14 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.30 10-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.06 8 n/a n/a BCDLI 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.1010-12 >999 240 Weight:115lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-3 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. REACTIONS. (lb/size) 2=1055/0-8-0,8=1055/0-8-0 Max Harz 2=53(LC 4) Max Uplift 2=-979(LC 4),8=-979(LC 5) Max Grav 2=1274(LC 10),8=1274(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2205/1318,3-4=-2114/1328,4-19=-1995/1229,5-19=1939/1238,5-20=-1937/1238, 6-20=-1993/1228,6-7=-2113/1328,7-8=-2203/1318 BOT CHORD 2-12=1026/1964,11-12=-588/1286,11-21=-588/1286,10-21=-588/1286,8-10—1079/1967 WEBS 5-10=375/692,6-10=-437/438,5-12=-376/695,4-12=-437/438 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl., GCpi=0.18;C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 12-9-0,Exterior(2)12-9-0 to 15-9-0;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 979 lb uplift at joint 2 and 979 lb uplift at joint 8. 6)"Simi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a buss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual inrss web and/or chord members only. Additional temporary and permanent bracing iyiTek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 F73955 Truss Truss Type Qty Ply Si mon,ResidenceALAV T10192239 E1 HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:25:56 2017 Page 1 1 D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-U EwQW IHoB3NL9P EuKW nQcc6e0xe1 iLUtdwBQ7SzwoZv -2-0-0 6-6-8 11-0-0 14-6-0 18-11-8 25-6-0 27-6-0 2-0-0 6-6-8 4-5-8 3-6-0 4-5-8 6-6-5 2-0-0 Scale=1:49.7 4x8= 4x5= 4 5 5.00 F12 3X4 20 27 3x4 3 6 v 2 7 j 0 ° g I6 o1 A 13 12 11 10 9 3x4— 2x3 li 3x4= 3x6= 2x3 II 30= 3x8= 6-6-8 11-0-0 14-6-0 18-11-8 25-6-0 ' 6-0-8 4-5-8 3-6-0 4-5-8 6-6-8 Plate Offsets(Y Y)-- 14:0-5-4,0-2-01 LOADING(psf) SPACING- 2-0-0 CSi. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.07 12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.17 12-13 >999 240 BCLLI 0.0 Rep Stress Incr YES W B 0.31 Horz(TL) 0.06 7 rl/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.0912-13 >999 240 Weight:128lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-9-1 oc bracing. WEBS 2x4 SP No.3 .REACTIONS. (lb/size) 2=1055/0-8-0,7=1055/0-8-0 Max Harz 2=37(LC 4) Max Uplift2=-1021(LC 4),7=-1021(LC 5) Max Grav2=1231(LC 10),7=1231(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2089/1453,3-20_1611/1196,4-20=1567/1209,4-5=1476/1189,5-21=-1568/1209, i 6-21=-1612/1196,6-7=-2088/1452 BOT HORD 2-13=-1154/1851,12-13=-1154/1851,11-12=764/1379,10-11=-764/1379, 9-10=1190/1857,7-9=-1190/1857 WEB 3-12=-571/463,4-12=-219/369,5-10=225/369,6-10=-569/462 NU ES- 1)Unbalanced roof live loads have been considered for this design. 2)Wi(ld:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 11-0-0,Extedor(2)11-0-0 to 14-6-0,Interior(1)18-11-8 to 27-6-11;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=1021, 7=1021. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only wlth MITek®connectors.this design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members oNy.Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply Sirnon.Residence/LAV T10192242 73955 GRA COMMON 1 2 Job Reference(optional) Chambers Truss. Fort Pierce,FL ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ yQUoj41Q rxMVBnZp4uEJf8gemFLwoRgllsaxzfvzwoZu +i -2-0-0 5-5-4 9-3-0 13-0-12 18-6-0 2-0-0 5-5-4 3-9-12 3-9-12 5-5-4 Scale=1:33.9 4x4= 4 5.00 F12 3x5 i 16 17 3x5 3 5 18 r 15 6 2 Id 0 1 Lil 10 19 9 8 20 7 21 22 3x10= 3x8 I I 6x8= 7x8= 3x8 I 3x10= 5-5-4 93-0 13-0-12 18-6-0 5-5-4 3-9-12 3-9-12 5-5-4 Plate'Offsets(X,Y)-- f2:0-10-1 0-0-91 (6.0-10-1 0-0-91 f8:0-4-0 0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.12 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.27 8-10 >838 240 BCLL1 0.0 ' Rep Stress Incr NO WB 0.82 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.18 8-10 >999 240 Weight:198lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 9-5-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=4162/0-8-0,2=2990/0-8-0 Max Horz2=89(LC 4) Max Uplift6=2909(LC 5),2=-2489(LC 4) Max Grav6=4322(LC 19),2=3236(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=-7624/4995,2-3=-7736/5157,3-16=6252/4181,4-16=-6229/4190,4-17=-6232/4236, 5-17=-6266/4225,5-18=-8916/5879,6-18=-8942/5870 BOT CHORD 2-10=-4635/7072,10-19=-4635/7072,9-19=-4635/7072,8-9=4635/7072, 8-20=5258/8221,7-20=5258/8221,7-21=-5258/8221,21-22=-5258/8221, 6-22=5258/8221 WEBS 4-8=-2853/4531,5-8=2941/1975,5-7=-1204/2192,3-8=-1612/1250,3-10=580/1115 NU ES- 1)2-ply truss to be connected together with 1 od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All)loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Corner(3)-2-0-11 to 0-7-13,Exterior(2)0-7-13 to 9-3-0,Comer(3)9-3-0 to 12-3-0;Lumber DOL=1.60 plate grip DOL=1.60 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)except Qt=lb)6=2909, 2=2489. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1813 lb down and 1100 lb up at 7-0-12,747lb down and 401 lb up at 9-0-12,926 lb down and 529 lb up at 11-0-12,940lb down and 514 lb up at 13-0-12,and 758 lb down and 439 lb up at 15-0-12,and 747 lb down and 422 lb up at 17-0-12 on bottom chord. The design/selection of such connection de vice(s)is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Iksign valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a fru'ss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall twild(ng design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members ody.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and tracing of trusses and truss systems,seeANSI/TPI I Huallty Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 �aaiery mrormanon uvimuue nvrn n�rrwc rnamurc,�ro rr.sec aneGr,Dune o i�,raeavi nrnu,vn cw i v�,=„wo,,�.,.,.,,.� Job Truss Truss Type Qty Ply Simon,Residence/LAV T10192246 73955 GRD HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:26:00 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-M?9xM6KJ EHtme 1 YfZMsMmSGDMYxteBKTYY9eGDzwoZr i -2-0-0 3-9-14 7-0-0 11-6-0 r _ 14-8-2 i 18-6-0 2-0-0 3-9-14 3-2-2 4-6-0 3-2-2 ' 3-9-14 ' Scale=1:35.2 I 6x6= 5x6= 3 4 5.00 12 15 16 m 5 2 Io 8 7 6 3x6= 3x6 II 5x8 MT18HS= 6x8= 3x8= 3-9-14 7-0-0 11-" 14-8-2 18-0-0 3-2-2 4-6-0 3-2-2 3-9-14 Plate;Offsets(X,Y)-- f2:0-0-6,Edge1,f3:0-5-4,0-2-41,(4:0-3-8,0-2-41,f5:0-4-2,0-1-81,f6:0-3-8,0-3-0) i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.68 Vert(LL) -0.09 6-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.21 6-8 >999 240 MT18HS 244/190 BCLL1 0.0 ` Rep Stress Incr NO WB 0.32 Horz(TL) 0.08 5 n/a n/a BCDt! 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.15 6-8 >999 240 Weight:75Ib FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-5-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=1334/0-8-0,2=1450/0-8-0 Max Horz 2=84(LC 4) Max Uplifts—1448(LC 5),2=1685(LC 4) Max Grav5=2018(LC 9),2=2144(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=-4333/3051,3-15=-4274/3069,3-4=4031/2950,4-16=-4282/3062,5-16=4341/3044 BOT CHORD 2-8=-2710/3902,7-8=-2738/3954,6-7=2738/3954,5-6=-2688/3910 WEBi 3-8=-565/1061,4-6=-601/1066 NU ES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17fF Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterlor(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 7-0-0,Exterior(2)7-0-0 to 11-6-0,Interior(1)15-8-15 to 18-6-0;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Alllplates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)5=1448, 2=1685. 8)Girder carries hip end with 7-0-0 end setback. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)923 lb down and 618 lb up at 11-6-0,and 923 lb down and 618 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)16 the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,34=112(F—58),4-5=-54,8-12=-20,6-8=-42(F=22),6-9=-20 Concentrated Loads(lb) Vert:8=-475(F)6=-475(F) ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIt-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component not p` a In&system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.always rrequuired for stability and to pricated Is toevent t collapserevent lng wiith o Individual truss f personal web andr chord property damage.rs only. yor generalluidancce rregarding the and permanent bracing iTe k• fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312 Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Simon,Residence/LAV T10192247 73955 GRE MONO HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Jan 10 10:26:01 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-gBjJZSLx?b?d FA7r74NbJgpJJyCANUfdnCvBogzwoZq -2-0-0 3-9-14 7-0-0 8-5-0 13-10-14 19-3-0 24-7-2 30-1-0 2-0-0 3-9-14 3-2-2 1-5-0 S-5-14 5-4-2 5-4-2 5-5-14 Scale=1:57.4 i i 4x5= 3X6 I 6x8= 3x6 II 5x6 WB= 6x8= 6x8= 5.00 F12 3 4 22 5 6 7 8 P8 9 21 20 2 o1 16 15 14 13 12 11 10 I 3x4—_ 2x3 II 6x8= 5x6= 3x10= 3x10= 5x8 MT18HS I I I i 3-9-14 7-0-0 8-5-0 13-1D-14 19-0-0 24-7-2 -D 3-9-14 3-2-2 ' 1-5-0 5-5-14 5-44 30-1 2 5-4-2 5-5-14 PlateVfsets(X,Y)-- f2:0-0-10,Edgel,(7:0-3-0,Edgel,(8:0-3-8,0-3-01,(10:0-3-8,Edgel,i11:0-3-8,0-1-81,f13:0-3-0,0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.11 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.28 12-14 >908 240 MT18HS 244/190 BCLLI 0.0 Rep Stress Incr NO W B 0.76 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.18 12-14 >999 240 Weight:155 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3*Except' BOT CHORD Rigid ceiling directly applied or 4-5-6 oc bracing. 4-15:2x6 SP No.2,5-12,8-12,9-11:2x4 SP M 30 WEBS 1 Row at midpt 5-15,9-11 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=1594/Mechanical,2=401/0-8-0,15=2642/0-8-0 Max Horz2=323(LC 4) Max Uplift10=-1675(LC 5),2=-489(LC 4),15=-2810(LC 4) Max Grav 10=2255(LC 9),2=538(LC 10),15=3819(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-20=-266/360,20-21=-265/371,3-21=-254/391,3-4=-164/349,4-22=-164/349, 5-22=164/349,5-6=-4136/3021,6-7—4136/3021,7-8=-4136/3021,8-23=-3204/2348, 9-23=-3204/2348,9-10=-2144/1690 BOT CHORD 2-16=-355/168,15-16=-349/164,14-15=-2150/2925,13-14=2150/2925, 12-13=-2150/2925,11-12=-2348/3204 WEBS 3-16=92/297,4-15=1251/1123,5-15=-3396/2523,5-14=0/288,5-12=1018/1387, 6-12=-931/889,8-12=770/1065,8-11=-1517/1364,9-11—2619/3578 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.ll;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-11-7,Interior(1)0-11-7 to 7-0-0,Exterior(2)7-0-0 to 11-3-1;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)AII1 plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 10=1675,2=489,15=2810. 9)Girder carries hip end with 0-0-0 right side setback,7-0-0 left side setback,and 7-0-0 end setback. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)923 lb down and 618 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). I LOAD CASE(S) Standard Continued on page 2 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev 1 070 372 0 1 5 BEFORE USE. Design valid for use only with MiTek®conneclors.This design Is based only upon parameters shown,and Is for an Individual building component not a tnfss system.Before use.the building designer must verity,the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTe k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 • i Job Truss Plulss, Type oty Ply Simon,Residence/LAVT10192247 3955 GRE HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 WelkIndustries,Inc.Tue Jan 10 10:26:01 2017 Page 2 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-gBjJZSLx?b?dFA7r74NbJgpJJyCANUfdnCvBogzwoZq LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-9=112(F=-58),16-17=-20,10-16=-42(F=-22) Concentrated Loads(lb) Vert:16=-475(F) I I i i i i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a trills system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Frluss Type Qty Ply Simon,ResidencefLAVT10192248 73955 GRF 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc.Tue Jan 10 10:26:01 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-gBjJZSLx?b?dFA7r74NbJgpNhyFBNZgdnCvBogzwoZq 3-9-14 7-0-0 10-0-0 13-0-0 16-2-2 20-0-0 3-9-14 3-2-2 3-0-0 3-0-0 3-2-2 3-9-14 Scale=1:34.1 5x6= 3x4= 5x6= 2 16 3 17 4 5.00 12 15 18 co 5 1 i� -a 86x8= 7 6 5x8 MT18HS= 3x8= 6x8= 3x8= i 3-9-14 7-0-0 10-0-0 13-0-0 16-2-2 20-0-0 i� 3-9-14 3-2-2 3-0-0 3-0-0 3-2-2 3-9-14 Plate'Offsets(),Y)-- (1:0-4-2,0-1-81,(2:0-3-0,0-2-41,(4:0-3-0,0-2-41,(5:0-4-2,0-1-81,f6:0-3-810-3-01,(8:0-3-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLLI 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.11 6-8 >999 360 MT20 244/190 TCD 1 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.31 6-8 >780 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.18 6-8 >999 240 Weight:81 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1452/0-8-0,5=1452/Mechanical Max Horz 1=-14(LC 4) Max Upliftl=1572(LC 4),5=-1566(LC 5) Max Grav 1=2182(LC 9),5=2182(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=-4743/3321,2-15=-4680/3340,2-16=-4412/3214,3-16=-4412/3214, 3-17—4412/3220,4-17=4412/3220,4-18=-4680/3346,5-18—4743/3327 BOT CHORD 1-8=2956/4275,7-8=-3234/4601,6-7=-3234/4601,5-6=2945/4275 WEB 2-8=850/1372,3-8=-373/406,3-6—373/407,4-6=-851/1372 NU ES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.11;Exp C;Encl.,GCpl=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-0-0,Exterior(2)7-0-0 to 17-2-15,Interior(1)17-2-15 to 20-0-0;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Alliplates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live'load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=1572, 5=1566. 9)Gifder carries hip end with 7-0-0 end setback. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)923 lb down and 618 lb up at 13-0-0,and 923 lb down and 618 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)I i the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uriiform Loads(plf) Vert:1-2=-54,2-4=-112(F=58),4-5=-54,8-9=20,6-8=-42(F=22),6-12=20 Continued on page 2 I "WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev.10/0312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component-not a irLAs system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing ��''(g,k' Is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication-storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Simon,Residence/LAV T10192248 73955 GRF HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:26:01 2017 Page 2 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-gBjJZSLx?b?dFA7r74NbJgpNhyFBNZ9dnCvBogzwoZq LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:6=-475(F)6=475(F) i i I I I I ` ®'WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev,1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a tn?s system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall bullring design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additlonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fob f cation,storage,delivery,erection and bracing of musses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Si mon,Residence/LAV T10192249 73955 GRG HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:26:02 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-IO HhnoLZmv7UtKi 1 hnugrtMYgMbe62?mOrekK6zwoZp -2-0-0 3-9-14 7-0-0 10-8-0 14-4-0 17-6-2 21-4-0 23-4-0 2-0-03-9-14 3-2-2 3-8-0 3-8-0 3-2-2 3-9-14 r 2-0-0 Scale=1:42.7 5x8 MT18HS= 2x3 11 5x8 MT18HS= 3 19 4 20 5 5.00 12 18 ZL" of 2 6 1� Of 7 0 11 10 9 8 3x8= 3x6 II 5x8 MT18HS= 3x6 3x8= 3x8= 3-9-14 7-0-D 10-8-0 1411 17'2 21-4-0 3-9-14 3-2-2 3-8-0 3-8-0 3-2-2 3-9-14 Plate;Offsets(),Y)-- [2:0-0-0,0-0-21,(3:0-5-12,0-2-81,(5:0-5-12,0-2-81,(6:0-0-0,0-0-21 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLLJ 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.13 9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.29 8-9 >871 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 0.31 Horz(TL) 0.11 6 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.21 9 >999 240 Weight:96 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-9 oc bracing. WEBS 2x4 SP No.3 •REACTIONS. (lb/size) 2=1666/0-8-0,6=1666/0-8-0 Max Horz 2=39(LC 4) Max Uplift2—1902(LC 4),6=-1902(LC 5) Max Grav2=2448(LC 10),6=2448(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-18=-5062/3556,3-18=-5000/3575,3-19=-5229/3812,4-19—5229/3812, 4-20=-5229/3812,5-20=-5229/3812,5-21=-5000/3574,6-21=-5062/3556 BOT CHORD 2-11=3071/4577,10-11=-3098/4628,9-10=-3098/4628,8-9=-3137/4632,6-8=-3110/4582 WEBS 3-11=552/1026,3-9=-600/700,4-9=701/705,5-9=-599/700,5-8=-551/1026 NU LS- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 7-0-0,Exterior(2)7-0-0 to 18-6-15,Interior(1)18-6-15 to 23-4-11;Lumber D6L=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Alli plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=1902, 6-1902. 8)Girder carries hip end with 7-0-0 end setback. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)923 lb down and 618 lb up at 14-4-0,and 923 lb down and 618 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pif) Vert:1-3=-54,3-5=-112(F=-58),5-7=-54,11-12=20,8-11=-42(F=-22),8-15=-20 Continued on page 2 ®;WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE Design valid for use only with MITeW connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall r building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Sim on,Residence/LAV T10192249 73955 GRG HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M1Tek Industries,Inc.Tue Jan 10 10:26:02 2017 Page 2 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-IOHhnoLZmv7UtKi1 hnugrtMYgMbe62?mOrekK6zwoZp LOAD CASE(S) Standard Concentrated Loads(lb) Vert:11=-475(F)8=475(F) ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev,10/03/2015 BEFORE USE Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a miss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overallbuildi r Is aiwapys required for stabil tIcated Is to prevent and to prevent collapselwith o Individual truss f personal web andr chord members property damage. Fyor general guidance rrlonall egardingg and permanent e Went bracing MOTek• fabrication,storage,delivery,erection and bracing of musses and truss systems,seeANS11TPl I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Simon,ResidencelLAV T10192250 73955 GRH HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 10 10:26:02 2017 Page 1 I D:h6mtwPi)OBgdtYnDCrGVbbyKdpJ-IOHhnoLZmv7UtKi 1 hnugrtM UJMZt6?KmOrekK6zwoZp i -2-0-0 3-9-14 7-0-0 10-10-9 14-7-7 18-6-0 21-8-2 25-6-0 1 27-6-0 , 2-0-0 3-9-14 3-2-2 3-10-93-10-9 3-2-2 3-9-14 2-0-0 ' Scale=1:49.7 ! Sx8 MT18HS= = 5x8 MT78HS 2x3 3x4 = 5.00 12 3 4 21 522 6 i � 20 23 2 7 ej 8 14 o7 o 13 - 12 11 10 9 4x10— 3x6 II 5x8 MT18HS= 3x4= 3x6 II 4x10= 3x10= i 3-9-14 7-0-0 10-10-9 i 14-7-7 18-fi-0 21-8-2 25-0-0 3-9-14 3-2-2 3-10-9 3-8-13 3-10-9 3-2-2 3-9-14 Plate!Offsets QX Y)-- f2:0-0-0,0-0-41,f3:0-5-4,0-2-41,i6:0-5-4,0-2-41.i7:Edge,0-0-41 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TOLL! 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.22 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.51 10-11 >601 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO W B 0.48 HOrz(rL) 0.16 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.36 10-11 >853 240 Weight:120 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-4-8 oc bracing. WEBS 2x4 SP No.3 4 REACTIONS. (lb/size) 2=1987/0-8-0,7=1987/0-8-0 Max Horz2=39(LC 4) Max Uplifl2=-2227(LC 4),7=2227(LC 5) Max Grav2=2898(LC 10),7=2898(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-20=6177/4366,3-20=-6113/4385,3-4=-6844/4980,4-21=-6844/4980, 21-22=-6844/4980,5-22—6844/4980,5-6—6848/4984,6-23=6112/4384, 7-23=-6177/4366 BOTCHORD 2-13=3816/5602,12-13=-3843/5652,11-12=-3843/5652,10-11=4699/6791, 9-10=-3881/5657,7-9=-3855/5607 WEBS 3-13=-543/1016,3-11=-1124/1427,4-11=691/7lo,5-10=692/708,6-10=-1130/1433, 6-9=-541/1014 1 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 7-0-0,Exterior(2)7-0-0 to 22-8-15,Interior(1)22-8-15 to 27-6-11;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=2227, 7=2227. 8)Girder carries hip end with 7-0-0 end setback. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)923 lb down and 618 lb up at 18-6-0,and 923 lb down and 618 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s)Is the responsibility of others. 11)16 the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). I LOAD CASE(S) Standard Continued on paqe 2 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev,1010312015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall r building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonn lon available from Truss Plate institute,211111,Lee Street Sulte 312.Alexandrla.VA 22314, Tampa,FL 33610 • Job Truss Truss Type Qty Ply Simon,ResidencelLAV T10192250 73955 GRH HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 10 10:26:02 2017 Page 2 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-I OHhnoLZmv7UtKi 1 hnugrtMUJMZt6?KmOrekK6zwoZp i LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=125,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-6=-112(F=-58),6-8=-54,13-14—20,9-13=42(F=22),9-17=20 Concentrated Loads(lb) Vert:13=-475(F)9=-475(F) i i i R WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M'Tek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312 Alexandria,VA 22314. Tampa,FL 33610 I _ • r ]Job cuss Fruss Type city Ply Simon,Residence/LAV T10192251 73955 it 18 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:26:03 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-nar4_BMBXCFLVUGEFU P305ugW m2TrZOvEVOISYzwoZo -2-0-0 , 1-0-0 r 2-0-0 1-0-0 Scale=1:8.3 3 i I 5.00 F12 2 rn 0 m 6 1 4 3x4= I I i 1-D-0 Plate;Offsets(X,Y)-- f2:0-1-2,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLLj 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) 0.00 5 >999 240 BCL6 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/'FPI2007 (Matrix-M) Wind(LL) -0.00 5 >999 240 Weight:7lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-21/Mechanical,2=239/0-8-0,4=-35/Mechanical Max Horz 2=174(LC 4) Max Uplift3=-24(LC 10),2=576(LC 4),4=-46(LC 10) Max Grav3=71(LC 4),2=306(LC 10),4=118(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.opsf;h=17ft Cat.ll;Exp C;Encl.,GCpi=0.18; C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except Qt=lb) 2=576. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®;JVARNI,:G-verify design parameters and READ NOTES ON THIS AND INCLUDED;;ITEK REFERANCE PAGE M1,17473 rev.1W3/20:5 BEFORE USE. Design valid for use only with MITeW connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a trL1ss system.Before use,the building designer must verify the applicablllty of design parameters and property Incorporate this design Into the overallbuilding t��I is always design. Wred for stability and is to to prevent ent coll psetng vAth of Individual truss possible personal njury andr chord property damage. rs ly.Additional For generaluidancce regarding r and g the Went bracing eye iTe k• fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type city Ply Simon,Residence/LAV T10192252 73955 J3 JACK 17 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:26:03 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-nar4_8MBXCFLVUGEFUP305ug W m 1 urZOvEVOISYzwoZo i -2-0-0 3-0-0 2-0-0 3-0-0 Scale=1:12.6 3 i 5.00 12 r m 2 8 1 3x4= 4 i I j 3-0-0 3-0-0 PlatelOffsets(Y Y)-- f2:0-0-6,0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLLI 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.2o Vert(TL) -0.01 4-7 >999 180 BCLLI 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=49/Mechanical,2=252/0-8-0,4=21/Mechanical Max Horz2=228(LC 5) Max Uplift3=-126(LC 5),2=443(LC 4),4=-5(LC 5) Max Grav3=86(LC 9),2=320(LC 10),4=41(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.0psf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 2-10-4;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except Qt=lb)3=126 ,2 443. 6)"Slemi-figid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design paramerers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY--7473 rev.IOIOMO16 BEFORE USE Design valid for use only with MITeM connectors.1his design Is based only upon parameters shown,and is for an Individual building component not a tr8ss 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 Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria-VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Simon,Residence/LAV T10192253 73955 J3A JACK 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Tue Jan 10 10:26:03 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-nar4_8MBXCFLVUG EFU P305ur4m2FrZOvEVOISYzwoZo 3-0-0 300 Scale=1:10.9 2 r 5.00 12 n 1 l 3x4= 3 3-0-0 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.01 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a Na BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.01 3-6 >999 240 Weight:9lb FT=20% LUMBER- BRACING- TOP(CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I - REACTIONS. (ib/size) 1=121/0-8-0,2=59/Mechanical,3=31/Mechanical Max Harz 1=147(LC 4) Max Upliftl=150(LC 4),2=-140(LC 4),3=-21(LC 4) Max Gravl=152(LC 9),2=89(LC 9),3=44(LC 3) ,FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17fh Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except Qt=lb)1=1 50 2=140. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I I i ®:NARKING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M1;-7473 rev.SO/03201I S BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall �-�•YY building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wilh possNe personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss plate Institute,218 N.Lee Street Suite 3)2,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Simon,Residence/LAV T10192254 73955 J5 JACK 17 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc.Tue Jan 10 10:26:04 2017 Page 1 • I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-FmPSBUNp1 W NC6erQoCxlxl RrGAMPaOG3T97rP?zwoZn -2-0-0 5-" 2-0-0 5-0-0 Scale=1:16.7 3 I 5.00 12 2 r 1 ` � q I , 3x4= 4 I 5-0-0 5-" PlateiOffsets(),Y)— f2:0-0-10,Edge) I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell Ud PLATES GRIP TCLLI 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL1 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(T }L 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.03 4-7 >999 240 Weight:19lb FT=20% i LUMBER- BRACING- , TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. .REACTIONS. (lb/size) 3=95/Mechanical,2=334/0-8-0,4=41/Mechanical Max Horz2=287(LC 5) Max Uplift3=-237(LC 5),2=474(LC 4),4=-10(LC 5) Max Grav3=150(LC 9),2=423(LC 10),4=73(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- , 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 4-10-4;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb)3=237 2 474. 6)"Simi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Vert:v design parameters and READ NOTES ON THIS AND INCLUDED 1141TEKREFERAMCE PAGE 11111'-7473 rev.10103,2016 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a miss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Info the overall binding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Simon,Residence/LAV T10192255 73955 J5A JACK 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc.Tue Jan 10 10:26:04 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-FmPSBUNpI W NC6erQoCxl xl RvDALOaOG3T97rP?zwoZn 5-0-0 5-0-0 Scale=1:15.1 2 5.00 12 7 i 3x4= 3 5-0-0 5-0-0 Plate'Offsets(),Y)-- (1:0-1-2,Edgel I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.01 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.04 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.03 3-6 >999 240 Weight:16lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . REACTIONS. (lb/size) 1=214/Mechanical,2=99/Mechanical,3=46/Mechanical Max Horz1=236(LC 5) Max Upliftl=260(LC 4),2=-242(LC 5),3=-15(LC 5) Max Grav 1=270(LC 9),2=151(LC 9),3=74(LC 3) 'FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 4-10-4;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except Qt=lb)1=260 2=242. 6)"Si mi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I i I ®'EARNING-Veri$,design parameters and READ:.OT ES ON THIS AND INCLUDED.d,TEK REFERANCE PAGE l f1F7473 rev.10/03/2015 BEFORE USE Design valld for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a trios system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing NiiTek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria VA 22314. Tampa,FL 33610 o ri Job Truss Truss Type Qty Ply Simon,Residence/LAV T10192256 73955 J7 JACK 32 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Walk Industries,Inc.Tue Jan 10 10:26:04 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-FmPSBU Npl W NC6erOoCxlxl RzRAIQaOG3T97rP?zwoZn -21-0 + 7-0-0 -- 2-0-0 7-0-0 Scale=1:20.9 3 j 5.00112 8 2 i 1 3x4= 4 i I i 700 7-0-0 Plate,Offsets QX Y)-- f2:0-2-14,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.06 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.15 4-7 >546 240 BCLLI 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Wind(LL) 0.06 4-7 >999 240 Weight:25lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=140/Mechanical,2=421/0-8-0,4=57/Mechanical Max Horz 2=336(LC 4) Max Uplift3=-316(LC 5),2=517(LC 4),4=-1(LC 5) Max Grav3=210(LC 9),2=522(LC 10),4=102(LC 3) TORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 6-10-4;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb)3=316 2 517. 6)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. ,&AVARNING-VarF;design parameters and READ NOTES ON THIS AND INCLUDED F2ITEKREFERAIa`GE PAGE Nr1-7473 rev.1W3/2013 BEFORE USE. Design valid for use only with MITeIrG connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MOTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,swANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Sulte,312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type city Ply Sim on,Residence/LAV T10192257 73955 KJ7 MONO TRUSS 9 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 10 10:26:05 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-jzzgPgOR3qV3koacMvSXTW_OIZgKJObCiptPxRzwoZm -2-9-15 5-9-9 9-10-1 2_,_" 5-9-9 4-0-7 Scale:1/2°=1' 4 i 3.54 12 3x4 12 3 11 10 2 I � I I 1 13 14 6 15 3x8= 2x3 11 5 3x4= I i 5-9-9 9-7-13 9101 5-9-9 3-10-3 Plate Offsets(),Y)-- (2:0-8-4,0-0-61 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLLj 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.10 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.10 6-9 >999 180 BCLL1 0.0 ' Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:43 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-6-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=98/Mechanical,2=414/0-11-5,5=243/Mechanical Max Harz 2=502(LC 14) Max Uplift4=-192(LC 4),2—891(LC 4),5—266(LC 5) Max Grav4=128(LC 19),2=547(LC 17),5=318(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=984l702,10-11=874/666,3-11=-756/581 BOT CHORD 2-13=-578/632,13-14=-578/632,6-14=-578/632,6-15—578/632,5-15=-578/632 WEBS 3-5=-694/635 1 NOTES- 1)Wihd:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4,2psf;BCDL=3.Opsf;h=17ft Cat.II;Exp C;Encl.,GCpi=0.18; C-C Comer(3)-2-10-7 to 1-4-8,Exterior(2)1-4-8 to 9-8-5;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)except Qt=lb)4=192, 2=891,5=266. 6)"Semi-rigid pltchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)194 lb down and 122 lb up at 1-6-1, 194 lb down and 122 lb up at 1-6-1,197 lb down and 159 lb up at 4-4-0,197lb down and 159 lb up at 4-4-0,and 234 lb down and 235 lb up at 7-1-15,and 234 lb down and 235 lb up at 7-1-15 on top chord,and 77 lb down and 64 lb up at 1-6-1,77 lb down and 64 lb up at�1-6-1,24lb down and 30 lb up at 4-4-0,24 lb down and 30 lb up at 4-4-0,and 37 lb down and 32 lb up at 7-1-15,and 37lb down and 32 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s)Is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) i Vert:1-4=-54,5-7=20 Concentrated Loads(lb) Vert:10=45(F=23,B=23)11=54(F=27,B=27)12=-38(F=19,B=19)13=66(F=33,B=33)14=15(F=8,8=8)15=-26(F=-13, B=-13) i ®WARNING-Verify dasiga parameters and RE4D NOTES ON THIS AND INCLUDED MIT EKREFERANCE PAGE M!I-7473 rev.is o3120f5 BEFORE USE Deslgn valid for use oNy with MITek8 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 verily the applicability of design parameters and properly Incorporate this design Into the overall r building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabileafion,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 w Job Truss Truss Type Qty Ply Simon,ResidenceMV T10192258 73955 MV2 VALLEY 7 1 Job Reference(optional) Chambers Truss. Fort Pierce,FL 7.640 s Apr 19 2016 Mirek Industries,Inc.Tus Jan 10 10:26:05 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-JzzgPgOR3qV3koQcMvSXTW_DdZm3JTWCiptPxRzwoZm 2-0-0 2-0-0 Scale=1:7.0 5.00 12 2 1 3 3x4 i I I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a rl/a BCDL 10.0 Code F.BC2014[TP12007 (Matrix) Weight:5lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=47/2-0-0,2=34/2-0-0,3=13/2-0-0 Max Horz 1=65(LC 4) Max Upliftl=-56(LC 4),2=-87(LC 4) Max Grav1=58(LC 9),2=53(LC 9),3=25(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17fh Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)1,2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I i I ®WARhI YG-Verify design parameEers and READ NOTES CN THIS AND INCLUDED hi1TEKREFER4NCE PAGE 1i11-7473 rev.101OX2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a irdss system.Before use,the building designer must verify the appllcability of design parameters and property Incorporate Ihis design Info the overall balding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSMI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312 Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type city Ply Si mon,Residence/LAV T10192259 73955 MV4 VALLEY 5 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 10 10:26:06 2017 Page 1 i D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-B9 W Cc9O4g7dwMy?pwdzmOj W Imz412wmMwTcyTtzwozl 4-0-0 4-0-0 Scale=1:11.3 2 sxa 11 5.00 F12 i I I 1 i i I 3 3x4% 3x4 11 LOADING(psf) SPACING- 2-0-0 dSl. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:13 lb FT=20% LUMBER- BRACING- TOP'CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, except BOT,CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=116/4-0-0,3=116/4-0-0 Max Horz 1=161(LC 4) Max Upliftl=-137(LC 4),3=204(LC 4) Max Grav1=143(LC 9),3=162(LC 9) 'FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 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 fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=137, 3=204. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®6-.1ARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED ir1TEKREFERANCE PAGE I'd1I-7473 ret!14YO 20f5 BEFORE USE FNAIgn valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 3M Alexandria,VA 22314. Tampa,FL 33610 b ,.• r ti Job Truss Truss Type Oty Ply Simon,ResidencePLAV T10192260 73955 MV6 VALLEY 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 10 10:26:06 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-Bg W Cc9O4g7dwMy?pwdzmOj W LCz5w2vgMwTcyTtzwoZl 6-0-0 6-0-0 3x4 11 Scale:314"=l' 3 5.00 12 I 7 2x3 I 2 6 - t 5 4 3x4% 2x3 11 3x4 II I I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLLI 0.0 Rep Stress Incr YES W B 0.12 Horz(TL) 0.00 n/a n/a BCD4 10.0 Code FBC2014ITP12007 (Matrix) Weight:21 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=56/6-0-0,4=84/6-0-0,5=239/6-0-0 Max Horz 1=240(LC 5) Max Upliftl=-20(LC 4),4=-146(LC 5),5=398(LC 5) Max Grav 1=56(LC 1),4=116(LC 9),5=331(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-266/418 1 NU ES- 1)Wild:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-8-12 to 3-8-12,Interior(1)3-8-12 to 5-10-4;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`Tris truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except Qt=lb)4=146 5 398. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. tUss 'a vdes%an pramTtP;B APdD.NDtUDED t.;1TEKREFERAP.`CE FAGeP�,-74,•3 rer;^•c+_'-,2074 BEFC+RE L's'E.r useonly withMITctogn is based only upon parameters shown,and is for an indtviduai building component,not system.Before use,the bullding designer must verily the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2181V.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I Job Truss Truss Type Oty Ply Simon,Residence/LAV ' T10192261 73955 MVB VALLEY 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:26:06 2017 Page 1 1 D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-B9 W Cc9O4g7dwMy?pwdzmOj W IAz3J2uaMwTcyTtzwoZI 8-0-0 8-0-0 3x4 I I Scale=1:20.3 3 5.00 F12 2x3 I 2 6 I 1 5 4 3x4 i 2x3 I 3x4 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL1 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) n/a n/a 999 BCLLI 0.0 Rep Stressincr YES WB 0.14 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:29lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 or;puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=85/8-0-0,4=112/8-0-0,5=331/8-0-0 Max Horz 1=282(LC 5) Max Upliftl=-41(LC 4),4=-186(LC 5),5=-445(LC 5) Max Gravl=85(LC 1),4=150(LC 9),5=445(LC 9) FORCES..(lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=279/118,2-6=270/121 WEBS 2-5=-356/472 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-8-12 to 4-0-0,Interior(1)4-0-0 to 7-10-4;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 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 fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb)4=186 51445. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®.I YARNING-Verifycresi_n parameters and RE D MOTES 6N TH]S AND lnCLUDED MUTEK AEFERANCE PAGE&;1-7473 re:: BEFORE USE. _ Design valid for use only with MlTeke connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a trirss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage, for general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSUTPI l Qualfly Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandra,VA 22314. Tampa,FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0 _1/1 dr c1-2 c2-3 2. Truss bracing must be designed by an engineer.For wide truss 0 WEBS 4 may require bracing,oIr alternatvidual ive Toral r themselves � � iy r p 0 bracing should be considered. O 3 '> 3 yy�� 3 Q0 3. Never exceed the design loading shown and never a c U stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c�a BOTTOM CHORDS C6-7asb — designer,erection supervisor,property owner and plates 0-110 from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint.and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates, THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. " NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber h shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 X 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator,General practice Is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14 Bottom chords require lateral bracing at 10 ft.spacing, section 6,3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18,Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. � � is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide_to Good_Prac_Ice for Handling,__ _ Mti Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015