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538 ATLANTIC BEACH CT - TRUSS REPAIR fitl\ APEX MEMORANDUM July 26, 2016 TO: Glenn Layton Homes FR: Derek B. Murray, P.E. RE: Hatch Residence Apex#GL4044 The purpose of this memorandum is to address the following framing issue: • As we understand, the sliding glass door to be installed at the Living Room will be 9'-0" tall in lieu of the plan-specified 8'-0"tall door, and the plan-specified(3) 16" deep LVL header will not fit above the door. Per the attached truss repairs for trusses B06-B 10, it is acceptable to raise the (3) 16"LVL header above the plate height such that the top of header is approximately 6"above the existing plate height. Provide(2) MSTA24 straps from header to jack studs, and strap both plies of double top plate to header with(1) MSTA24 or(1)CS 18, (2) straps total at each end of header. • Apex Technology has reviewed roof truss repair drawings provided by Manning Building Supply and approve the truss repairs provided for construction of the above referenced structure. Review of repair drawings is only for conformance with the design concept of the project and does not relieve the delegated engineer of the responsibility for any deviation from the requirements of the contract documents nor from responsibility for errors or omissions in the repair drawings. Should you have any further questions or require any further clarifies ‘w '. 0� •. E ' . '••9f-��i No 7145 i cc 4,`Ziet, 1.13: ST OF %tis n i t Da B.Murray,P.E FL PE#71457 07/26/16 4745 Sutton Park Court,Suite 402 Jacksonville, FL 32224 Phone 904-821-5200 Fax 904-992-8700 FBPE CA 7547 i y som 111111 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek* RE: J150229 - Glen Layton / Hatch Res/JK MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Glenn Layton Hms Project Name: Hatch Residence Model: Lot/Block: 21 Subdivision: Atlantic Beach Country Club Address: Lot 21 Atlantic Beach Country Club City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 5 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T9113141 B06 7/25/016 2 T9113142 B07 7/25/016 3 T9113143 B08 7/25/016 4 T9113144 B09 7/25/016 5 T9113145 B10 7/25/016 • ti 11 0A ,`.0r,illlUllg,,,i The truss drawing(s)referenced above have been prepared by MiTek �%" ,J\S A. A, USA, Inc.under my direct supervision based on the parameters .����G•E�N 5�.;9,L�.� provided by Manning Building Supplies. • • No 39380 • Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28,2017. -p ; :L 1.-53.• STATE OF .:11-/:: IMPORTANT NOTE:The seal on these truss component designs is a certification :•q<,\.� p •••��� that the engineer named is licensed in the jurisdiction(s)identified and that the � •• O R ••• ) designs comply with ANSI/TPI 1. These designs are based upon parameters moi,°&./r-1"•••• —00 N shown(e.g.,loads,supports,dimensions,shapes and design codes),which were tit • N A` ` 0 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 Thomas A.Albani PE No.39380 these designs. MiTek has not independently verified the applicability of the design MiTek USA,Inc.FL Cert 6634 parameters or the designs for any particular building. Before use,the building designer 6904 Parke East Blvd.Tampa FL 33610 should verify applicability of design parameters and properly incorporate these designs Date: into the overall building design per ANSI/TPI 1,Chapter 2. July 25,2016 Albani,Thomas 1 of 1 1, TTruss Truss Type 'Qty Py Glen Layton/Hatt Res/JK T9113141 750229 B06 ROOF SPECIAL 7 1 1 unit abe Job Reference(optional) %tanning Balding Supplies,Jacksonville.Fl 7.640 a Apr 22 2018 MITek Industries,Inc. Mon Jul 25 10:55:33 2016 Page 1 ID:42YEHkg6OyRWkY trVRRkya8jC-YdH49?cst3962TGD?WLHZdgF)QnyusLhzyP_vkyuZAO 6-1-12 i 9-1-8 1 14-0-7 1 19-7-8 1 22-7-8 1 25-11-0 i 29-2-9 �0-7.01 6-1-12 2-11-12 4-10-15 5-7-1 3-0-0 3-3-8 3-3-8 1-4-7 Repair.Interior bearing height has been raised 6". 5x5 II Scale=1:70.9 This repair is applicable to drawing number(s):T9113143-B08 and 19113145-B10. 7 For all lumber,plates,etc.not shown,refer to the above drawing number(s). 1.5x4 11 1.5x4 II 6 8 8.00 I 3x4 9 4x4 4x4 :1 10 13 ,�4.00 i 3x10 i )1 6x8=7x4 II 4,//jai5O1l .I 5x5 22 /�j W /�. �' 14 12 m 1 i� '�%�%/� (++) 3x5 3x8 ,IiI ___, R 6.00 ,2 16 1 _ 11 17 -0-0 (++)Install 2x6 SP No.2 member(s),cut to fit tight. 3x5 3x10 II 3x4 = 1 6-1-12 18-10-129-r8 14-0-71 19-7-8 1 25-11-0 I 30-7-0 I 6-1-12 2-9-0 0-2-'12 4-10-15 5-7-1 6-3-8 4-8-0 V -Attach 1/2"plywood or OSB gusset(15/32"Rated Sheathing 24/16 Exp 1) to EACH face of truss with(0.131"x 2.5"min.)nails per the following nail schedule: 2 x 3's-2 rows,2 x 4's-3 rows,2 x 6's and larger-4 rows:spaced©4"o.c. / Nails to be driven from both faces.Stagger spacing from front to back face for a net 2"o.c.spacing in the truss.Use 2"member end distance. Plate Offsets(X.Y)— 11:0.2-4.0-2-8J.17:0.1-14.0.2-61.115:0-1-1.0-2-121 LOADING (pet) SPACING- 2-0-0 CSI. DEFL. in (loc) 1ldefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.77 Vert(LL) -0.15 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.36 13-14 >706 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.74 Horz(TL) 0.37 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:209 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, [PSI BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2"Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. ,4-15:2x8 SP No.2 WEBS 1 Row at midpt 7-12 SLIDER Left 2x8 SP No.1D 2-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=317/0-3-8 (min.0-1-8),11=780/0-5-8 (min.0-1-8),15=1146/0-5-8 (min.0-1-8) Max Horz 1=443(LC 11) Max Uplift 1=125(LC 12),11=292(LC 12),15=-395(LC 12) Max Gray 1=363(LC 18),11=780(LC 1),15=1146(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22=-518/234,3-22=-487/242,3-4=-486/304,45=1474/560,5-6=-2825/1282, 6-7=-2980/1445,7-8=771/425,8-9=-639/290 BOT CHORD 1-17=-157/267,13-14=-851/1890,12-13=-460/969,11-12=187/335 WEBS 4-15=-1086/562,414=-682/1521,5-14=1091/565,5-13=-503/973,6.13=-371/270, 7-13=-1360/2860,7-12=-526/242,8-12=2811216,9-12=230/579,9-11=-960/471, 4-17=-257/436 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3.0.11,Interior(,)3-0-11 to 22-7-8,Exterior(2)22-7-8 to 25-11-0,Interior(1)29-2-9 to 30-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psi bottom chord live load nonooncurrent 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)11,15 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 125 lb uplift at joint 1,292 lb uplift at joint 11 and 395 lb uplift at joint 15. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. r nen re -EIVA ctundamt I Q,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE MII-7473 raV.10O302016 BEFORE USE. IVIII Design valid for use only with MITeke connectors.Tins design is based only upon parameters shown,end 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 lord 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,delnery,erection and bracing of trusses and truss systems.see ANSVTPI1 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.Aiexandna,VA 22314. Tampa,FL 36610 4 -v.,j Truss Truss Type Qty Pty Glen Layton I Hatch Res/JK T9113142 J150229 B07 Roof Special 3 1 unit abe 2 Job Reference(ootionall-_ _-__jl `Henning Building Supplies,Jacksonville,FL 7.840 s Ali 22 2016 MiTek Industries,Inc. Mon Jul 25 113620 2016 Page I ID:42YEHItg6OyRWkY trVRRklya8jC-POe8jjDncvSv6XrWswl6EehR3gz5)dtsf9gyHOyuYa9 I 6-1-12 ( 9-1-8 ( 14-0-7 ( 19-7-8 j 22-7-8 ( 25-11-0 ( 29-2-9 30-7-0 6-1-12 2-11-12 4-10-15 5-7-1 Sao 3-3-8 3-3-8 1-4-7 Repair Interior bearing height has been raised 8'. 6x5 II Scale=1:70.8 1 7 1.5x4 II '' )1 1 1.5x4 II 8.00 ITT B 8 • 24 9 4x4 4x4% ""r 10 1.5x4 II Y 4.10 12p f5./13 1.5x4 II 0000„„00000'., 5x 2%23 OrI 14 n IM_� '11� to{ 8.00 FIF12 3x8\ 17 18 18 1 :. 3x4 = -0-0 (++)Install(2-ply)2x6 SP No.2 member(s),cut to fit tight. 3x51 3x10 II Attach plies with(2)rows of 10d(.131 x 3")nails spaced 6"o.c. 6-1-12 I 8-10-12 9-1-18 14-0-7 I 19-7-8 25-11-0 30-7-0 { 6-1-12 2-9-0 0.2-12 4-10-15 5-7.1 6-3-8 4-8-0 j -Attach 1/2"plywood or OSB gusset(15/32"Rated Sheathing 24/16 Exp 1)0. Ato EACH out side face of truss with(0.131"x 2.5"min.)nails per the followng nail schedule: 2 x 3's-2 rows,2 x 4's-3 rows,2 x 6's and larger-4 rows:spaced 4" .c. This repair is applicable to drawing number(s):79113144-B09 Nails to be driven fr th faces.Stagger spacing from front to back face for a net 2"o.c.s a in the truss.Use 2 member end distance. For all lumber,plates,etc.not shown,refer to the above drawing number(s). Plata Metz(X Y}- j1.0-2.4 0-2-7J p-o.2-10-2-53 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Udefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.11 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.28 13-14 >930 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.43 Horz(TL) 0.27 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:404 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: SLIDER Left 2x8 SP No.1D 2-6-0 7-7-3 oc bracing:13-14. WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 1=341/0-3-8 (min.0-1-8),11=928/0-5-8 (min.0-1-8),18=2179/0-5-8 (min.0-1-8) Max Horz 1=443(LC 11) Max Uplift 1=-116(LC 12),11=-324(LC 12),18=-414(LC 12) Max Gray 1=387(LC 18),11=928(LC 1),18=2238(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-324/55,2-23=551/226.3-23=-522/234,3-4=-553/290,4-5=-2562/960, 5-24=3959/1609,6-24=-3758/1578,6-7-3998/1767,7-8=907/481,8-9=-771/344 BOT CHORD 1-17=-146/299,13-14=-1220/3096,12-13=-531/1202,11-12=198/372 WEBS 4-18=2238/675,4-14=-964/2440,5.14-1891/783.5-13=-452/800,6-13=479/320, 7-13=-1700/3936,7-12=-758/253,8-12=-288/220,9.12=271/709,9-11=1130/524, 4-17=239/491,3-17=-330/184 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords conneded as follows:2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 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=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=31fl;eave=oft;Cat. II;Exp C;End.,GCpi=0.18;MINERS(directional)and C-C Exterior(?)0-0-0 to 3-0-11,Interior(1)3-0-11 to 22-7-8,Exterior(2)22-7-8 to 25-11-0,Interior(1)29-2-9 to 30-5-4 zone;cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MINERS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 5)This truss has been designed for a 10.0 psf bottom chord live load norlconcurrent 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)Beanng at joint(s)11,18 considers parallel to grain value using ANSI/TPI 1 angle to grain fom'ula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 116 lb uplift at joint 1,324 lb uplift at joint 11 and 414 lb uplift at joint 18. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I--ontinuad nn Dane 2 a WARNING-Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE*61.7473 rev.10/03/2015 BEFORE USE. MI 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 properly incorporate this design into the overall building design. Bracing g 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 end to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parka East Blvd. Safety Information available horn Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Glen Layton I Hatch Res/JI( 79113142 J150229 B07 Roof Spada] 3 2 , Reference(optional) `Manning Building Supplies,Jadrsorrvlk,FL 7.540 s Apr 22 2016 MTek Industries,Inc. Mon Jul 25 11:36:20 2016 Page 2 ID:42VEHkp80yRWI Y_t RRkya8jC-POe8jjDncvSv6XrWswl6EehR3gz5jdtsf9gyHOyuYa9 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-3=-54,7-24=-54,7-9=-54,9-10=-54,17-19=-20,13-14=-20,11-13=20 Trapezoidal Loads(pit) Vert:3=-209-to-5=-163,5=-163-to-24=-144 � I t.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI(REFERENCE PAGE M11-7473 rev.10'0.32015 BEFORE USE. Design valid for use only with MiTekSl connectors.This design Is based only upon parameters shown,and is for an individual building component,not e 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 budding 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 arid property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII Quality Criteria,DSB-&9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Glen Layton/Hatch Res I JK 79113143 J150229 608 ROOF SPECIAL 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.640 1 Apr 19 2016 MITek Industries,Inc. Fri Jul 22 15:41:07 2016 Page 1 ID:42YEHkg6OyRWkY_trVRRklya8jCo9H?CM3tm9KVPL4XKGUf92Bvx90500Ph GrvoEyvUGg I 6-1-12 } 9-1.8 I 14-0-7 I 19-7-8 i 22-78 I 25-11-0 1 29-2-9 r-7-01 6-1-12 2-11-12 4-10-15 5-7-1 3-0-0 3-3-8 3-3-8 1-4-7 5x5 = Scale=1:71.8 7 8.00 12 n 1.5x4 II 1.5x4 II 6 8 3x4 II 9 4x4 '-II-- 4x4---- 11 10 4.00 IT 3x10 5,/,13 6x8 1.5x4 I 4 '1 5x2�21 14 12` 111� . 3x5 // 3x8*� ,• li 8.00 12 18 15 11 5x5"i 3x10 II 3x4 = 3x5 I 6-1-12 1 8-10-12 9418 14-0-7 I 19-7-8 I 25-11-0 f 30-7-0 1 6-1-12 2-9-0 0-2-12 2 4-10.15 5.7-1 638 4-6-0 Plate Offsets(X.Y}— 11:0.2-8.0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loci) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.11 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.25 12-13 >999 180 BCLL 0.0 • Rep Stress Ina NO WB 0.61 Horz(TL) 0.28 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matnx-M) Weight 203 lb FT=20% LOWER. BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-14 oc bracing. SLIDER Left 2x8 SP No.10 2-6-0 WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 1=59/0-3-8,1138/0-5-8,15=1776/0-5-8 Max Horz 1=443(LC 11) Max Uplift1=105(LC 8),11=-270(LC 12),15=-401(LC 12) Max Gray 1=203(LC 11),11�38(LC 1),15=1776(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-269/39,2-21=482/646,3-21=-480/664,3-4=-390/580,4-5=-369/404, 5-6=1900/1006,6-7=2056/1169,7-8=657/408,8-9=-528/273 BOT CHORD 1-16=-297/94,15-16--847/259,14-15=-1094/345,13-14=-437/504,12-13=392/739, 11-12=176/300 WEBS 4-15=1174/509,4-14=-603/1237,5-14=-863/518,5-13=622/1376,6-13=372/270, 7-13=1068/1885,7-12=329/320,8-12=-280/216,9.12=192/453,9-11=793/421, 4-16=-271/910,3-16=545/167 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=31ft;eave=oft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-11,Interior(1)3-0-11 to 22-7-8,Exterior(2)22-7-8 to 25-11-0,Interior(1)29-2-9 to 30-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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)11 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)except(jt=lb)1=105, 11=270,15=401. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber increase=1.25,Plate Increase=1.25 Uniform Loads(ptf) Vert 1-5=-54,5-7=-54,7-9=-54,9-10=-54,15-17=-20,13-15=-20,11-13=-20 Continued on page 2 t i V WARNING-Verify design perimeters and READ NOTES ON THIS AND INCLUDED MNTEK REFERENCE PAGE API-7473 rev.10'0.11015 BEFORE USE. -- Design valid for use only with MiTekeD 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe 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,see ANSIRPII Oualtty Clitoris,DSB-89 and BCE Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty I PIy Glen Layton/Hatch Res/JK T9113143 J150229 B08 ROOF SPECIAL 2 1 IJob Reference(optional) Manning Building Supplies, Jacksonville,FL 7.640 s Apr 19 2016 MTek Industries.Inc. Fri Jul 22 15:41:07 2016 Page 2 I0:42YEHkg6OyRWkY trVRRklya8jC-o9H?CM3tm9KVPL4XKGU 2Bvx905Q0Ph_GrvoEyvUGg LOAD CASE(S) Standard Concentrated Loads(Ib) Vert 3=-221 Q WARNING-Verify design parameter and READ NOTES ON THIS AND INCLUDED Mr7EK REFERENCE PAGE MII-7473 rev.10/0312016 BEFORE USE. Design valid for use only with MiTekN 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 venfy 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,see ANSI/11N1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 36610 'Job Truss Truss Type Qty Ply Glen Leyton/Hatch Res/JK 19113144 J150229 B09 Roof Special 1 2 Job Reference(optional) Manning Building Supplies, Jacksonvile,FL 7.640 s Apr 19 2016 MiTek Industries.Inc. Fri Jul 22 15.41:08 2016 Page 1 ID:42YEHk96OyRWkY trVRRklya8jC-GLgNPi4VXTSM1Ufiuz?uhFk6AZPe9XugDwaTKhyvUGf 6-1-12 9-1-8 14-0-7 19-7-6 22-7-8 25-11-0 I 29-2-9 r.7-0I 6-1-12 2-11-12 4-10-15 5-7-1 3-0-0 3-3-8 3-3-8 1-4-7 5x5= Scab=1:71.8 7 8.C°17 n 1.5x4 II 1.5x4 II 6 8 1.5x4 II ?CB 9 4x4 4x4 r 104.00 12 '103x4 i� = 1.5x4 II 4 3 ---�—��nr:'• 4 5x5% 2 21 14 12 1,�0 3x5 3x8 dl r 8.0012 .11 16 15 11 5x5, - 3x10 II 3x4= 3x5 1 8-1-12 8-10-12 9-0r8 14-0-7 19-7-8 25-11-0 30-5-0 30g-0 6.1-12 2-9-0 0--2 4-10-15 5-7-1 63-8 4-6-0 04-0 Plate Offsets 0-.Y)— [1:0-2-12.0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.07 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.16 12-13 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.34 Horz(TL) 0.20 11 n/a n/a BCDL 10.0 j Code FBC2014/TP12007 (Matrix-M) Weight:406 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-13 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. SLIDER Left 2x8 SP No.1 D 2-6-0 WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 1=146/0-3-8,11=711/0-3-8,15=3038/0-5-8 Max Horz 1=443(LC 11) Max Uplift1=250(LC 17),11=-281(LC 12),15=-500(LC 12) Max Gray 1=139(LC 9),11=711(LC 1),15=3101(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-21=547/1104,3-21=-544/1122,3-4=-460/1111,4-5=-861/494,5-22=-2555/1158, 6-22=2354/1127,6.7=-2596/1316,7-8=-726/431,8-9=-591/295 BOT CHORD 1-16=718/153,15-16=-1275/378,14.15=-1658/495,13-14=-530/1005,12-13=-420/853, 11-12=181/318 WEBS 4-15=2198/636,4-14=-795/2083,5-14=1546/673,5-13=-662/1390,6-13=-480/320, 7-13=1224/2456,7-12=-739/250,8-12=286/219,9-12=-209/518,9-11=-877/442, 4-16=-369/927,3-16=-516/238 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 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=130rnph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-11,Interior(1)3-0-11 to 22-7-8,Exterior(2)22-7-8 to 25-11-0,Interior(1)29-2-9 to 30-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf 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)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)1=250, 11=281,15=500. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard llllli WARNINO-Verify design parameters and READ NOTES ON THIS AND INCLUDED ANTER REFERENCE PACE M11-7473 rev.11/032015 SEFORE USE. Design valid for use only with MiTekle 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing Mile 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,see ANSIITP11 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.Alexandna,VA 22314. Tampa.FL 36610 Job Truss Truss Type Qty Pty Glen Layton/Hatch Res I JK T9113144 J150229 809 Roof Special 2 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.640 s Apr 19 2016 MiTek Industries.Inc. Fri Jul 22 15:41:06 2016 Page 2 ID:42YEHkg60yRWkY_UVRRklya8jC-GLgNPi4VXTSM1 Ufjuz?uhFk6AZPe9XugDwaTKhyvUGf LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=-54,7-22=-54,7-9=54,9-10=-54,15-17=-20,13-15=-20,11-13=-20 Trapezoidal Loads(plf) Vert 3=-209-to-5=163,5=-163-to-22=-144 a / WARNINO-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10'O312015 BEFORE USE. Design valid for use only with MiTekR connectors.This design is based only upon parameters shown,and is for en 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 buss 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,see ANSYrP11 Quality Critelli,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2t8 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Glen Leyton/Hatch Res/JK 14150229 610 Roof Special 2 1 T9113145 Job Reference(optional) Manning Budding Supplies, Jacksonville.FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Frl Jul 22 15:41:09 2016 Page I ID:42YEHkg60yRWkY trVRRklyaOjC-kXOIc257HmaDfeEvRhW7ETHFhyj4uvm_RaK0t7yvUGe I 6-1-12 ( 9-1-8 { 14-0-7 1 19-7-8 1 22-71 1 25-11-0 1 29-2-9 r-7-01 6-1-12 2-11-12 4-10-15 5-7-1 3-0-0 3-3-8 3-3-8 1-4-7 54= Scale=1:71.8 7 8.00 V n 1.5x4 II 1.5x4 II 6 8 3x4 II 9 4x4 4x4% �� 10 v 4.00 12 ./13 6x8= ill 1. _� 5x5---:•••••••••••••<H 2114 12 rb 111/♦ 3x5// 3x6\ B.00 12 1 a• ,• ;i 18 15 11 5x5 G 3x10 Il 394 = 3x5 N I 6-1-12 1 6-10-12 9-0r8 14-0-7 I 19-7-8 I 25-11-0 I 30-5-0 301j-0 6-1-12 2-9-0 0-2-12 4-10-15 5-7-1 6-3-8 4-6-0 0-210 Plate Offsets(X-Y)— 11:0-2.8.0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.11 13 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.25 12-13 >999 180 BC LL 0.0 • Rep Stress Incr YES WB 0.62 Horz(TL) 0.30 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:203 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-15 oc bracing. SLIDER Left 2x8 SP No.1 D 2-6.0 WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 1=8/0-3-8,11=647/0-3-8,15=1597/0-5-8 Max Horz 1=443(LC 11) Max Uplift1=131(LC 8),11=-266(LC 12),15=-482(LC 12) Max Gray 1=158(LC 11),11=647(LC 1),15=1597(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=271/38,2-21=-437/759,3-21=-434/777,3-4=-347/687,4-5=-442/378, 5-6=-1956/983,6-7=-2112/1147,7-8=-665/405,8-9=-536/270 BOT CHORD 1-16=-401/52,15-16=-804/276,14-15=-1030/369,13-14=-403/590,12-13=-386/753, 11-12=-175/302 WEBS 4-15=-1034/567,4-14=-595/1258,5-14=-880/512,5-13=-632/1350,6-13=-372/271, 7-13=-1045/1944,7-12=-343/309,8-12=280/216,9-12=189/460,9-11=-803/417, 4-16=-369/667,3-16=-344/249 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-11,Interior(1)3-0-11 to 22-7-8,Exterior(2)22-7-8 to 25-11-0,Interior(1)29-2-9 to 30-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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)11 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)except(jt=lb)1=131, 11=266,15=482. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. r AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE A11i-7473 rev.10'03/2015 BEFORE USE. 1411. 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 property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. 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