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Special Inspections Edward K. LaPoint PE Geotechnical & Structural Engineering 14 Empire Avenue, Glens Falls, New York 12801 518-744-4411 eklapointpe(Wamail.com May 22, 2019 OF NEtN Y Mr. Clarence Monahan (the builder) CAP Q,p KEITy�a 0,9� 54 McCrea Street o�P '' °2 Fort Edward New York 12828 c w Re: Acceptable Foundation Changeµ�' , McNeice Single.Family Residence 12 Chestnut Lane �A9���SSIONP��� Queensbury. New York Dear Clarence: Regarding the above referenced project,.the,following foundation change is acceptable; 1. Replace the 8 inch poured concrete foundation shown in th approved plans and specifications with a 6 inch FOX BLOCKS insulated concrete forms foundation installed in accordance with the manufacture's requirements (24 x 8 inch poured footings,#4 rebar 16 inch on center horizontal and 36 inch on center vertical). Please feel free to contact me with any questions or comments. inc rl , E and KiPE 14 Empire Av Glens Falls New York 12801 518-744-4411 eklapointpe(dgmail.com Page 1 of 1 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MITeV RE: 12chestnut- MiTek USA, Inc. Site Information: 16023 Swingley Ridge Rd Customer Info: Project Name: Model: Chesterfield,MO 63017314-434-1200 Lot/Block: Subdivision: Address: City: State: 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: IBC2015/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 115 mph Roof Load: 61.0 psf Floor Load: N/A psf This package includes 11 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 138223370 G01 8/20/19 2 138223371 T01 8/20/19 3 138223372 T01GE 8/20/19 4 138223373 T02 8/20/19 5 138223374 T02GE 8/20/19 6 138223375 T03 8/20/19 7 138223376 T03GE 8/20119 8 138223377 V01 8/20/19 9 138223378 V02 8/20/19 10 138223379 V03 8/20/19 11 138223380 VO4 8/20/19 The truss drawing(s)referenced above have been prepared by OF NEF MiTek USA,Inc. under my direct supervision based on the parameters provided by Steele Home Mfg.. 9 Truss Design Engineer's Name: Garcia, Juan m: My license renewal date for the state of New York is January 31,2020. v . IMPORTANT NOTE: The seal on these truss component designs is a certification C3 . that the engineer named is licensed in the jurisdiction(s)identified and that the 0..0800 designs comply Wth.ANSUTPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �GFESStNA given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the _ preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the.design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly Incorporate these designs into the overall building design per ANSIIrPI 1,Chapter 2. August 20,2019 Garcia,Juan 1 of 1 Job Truss Truss Type Oty Ply 138223370 12cheslnut Got COMMON GIRDER 1 2 Job Reference(optional) Steele Truss Company,Inc, 8.130 s Mar 112018 MTek Industries,Inc.Tue Aug 20 06:42:09 2019 Page 1 ID:e3c7cwORnwOyVvWCbJelhhizHzB_AIiCOLBWG7mhBBXJTCUSIQK6EGUuMAJ5XODgiZymlZi 1-1-b 3-11-14 6.10-8 332 i 12.7.12 13-9-0 1-1.4 2-10-10 2-10-10 2-10-10 2.10.10 I 1 4x6 11 Scale=1:24.9 4 5.62 12 3x4 G 3x4 3 5 13 14 6xg 1ti 6x9 2 6 LJ 1 3x4 = 15 it 16 10 17 9 7x6 = 18 3x4 = 12 7x6 = exe = 6 0.10.8 1 i 3.11-14 , a10.8 9.9.2 12.7-12 12 10 61 alas a-i 2.1a10 ' 2.1a10 2-10-10 2-10-10 0--1 aloe Plate Offsets(X,1)— (8:0-0-12,0-1-9),[9:0-3-0,0-4-01 [10:0-4-0,0-4-12L(11:0-3-0,04-0),[12:0-0-12,0-1-9) LOADING (psf) SPACING- 2-M CSI. DEFL, in (too) Vdefl --Ud PLATES GRIP TCLL(roof) 35.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) 0.06 10-11 >999 360 MT20 197/144 Snow(Pt/Pg) 42.0/60.0 Lumber DOL 1.15 BC 0.43 Vert(CT) -0.09 10-11 >999 240 BCLL 0.0 BCDL 16.0 I Rep Stress Incr NO WB 0.55 Horz(CT) 0.02 8 nla n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-S Wind(ILL) 0.00 11 >999 240 Weight:127lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-12 oc puffins. BOT CHORD 2x6 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) 8=5111/0-5-8,12=503910-5-8 Max Horz 12=-40(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=1 72110,2-3=656610,3-4=5511/0,4-5=551110,5-6=-6554/0,6-7=1778/0 BOT CHORD 1-1 2=011 50 6,11-12=011506,10-11=0/5858,9-10=0/5848,8-9=0/1553,7-8=0/1553 WEBS 4-10=0/4227,5-10=-116210,5-9=01871,6-9=0/4405,6-8=-3195/0,3-10=-117410, 3-11=0/885,2-11=0/4464,2-12=-3246/0 NOTES- 1)2-ply truss to be connected togetherwith 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc, Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 6-8 2x4-1 row at 0-3-0 oc,member 2-12 2x4-1 row at 0-3-0 cc. 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=115mph(3-second gust)Vasd=91 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25f:B=45f1;L=24ft;eave=oft Cat. 11;Exp B;enclosed;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate gripDOL=1.60 -0F NEiw,. 5)TCLL:ASCE 7-10;Pr=35.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=60.0 psf(ground snow);Pf=42.0 psf(Oat vV roof snow:Lumber DOL=1.15,Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1 6)Unbalanced snow loads have been considered for this design. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.641 tall by 2-0-0 wide * s will fit between the bottom chord and any other members. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1656 lb down at 2-11-4.1856 lb n. LU down at 4-114,1656 lb down at 6-114,and 1656 lb down at 8-11-4,and 1656 lb down at 10-114 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. " Z LOAD CASE(S) Standard �O 'y9;08,009, 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Ai4 - P� Uniform Loads(plf) QFFa„S�ON' Vert:14=-116,4-7=116,1-7=20 August 20,2019 AWARNINO.Verily dcsiyrr Pararneren and READ NOTES ON THIS AND INCLUDED 1lI17EK REFERENCE PAGE bg1•7473 rov.fON320IS BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss 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(amporsry and permanent bracing MiTOW is always required for stability and to prevent collapse with possible personal Injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPN Quality Criteria,DSB-89 and BCSI.Bullding Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO e3017 Job Truss Truss Type Oty Ply 138223370 12chestnut G01 COMMON GIRDER 1 Job Reference(optional) Steele Truss Company,Inc, 8.130 s Mar 112018 MITek Industries,Inc. Tue Aug 20 06:42:09 2019.Page 2 ID:e3c?cwORnwOyVVWCbJelhhlzHzB_AIICOLBWG?mhBBXJTCUSIQKBEGUuMAJ5XODgizymlzi LOAD CASE(S) Standard Concentrated Loads(lb) Vert:10=1656(B)15=-1656(8)16=1656(8)17=-1656(8)18=1656(B) ®WARNING-Verily dasiSn paraenarors and READ NOTES ON THIS AND INCLUDED 6IITEK REFERENCE PAGE 114//•747.3 rev,10,1032015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual bung 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 MiTet�is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabricat Ion,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Duality Criteria,DSB-89 and SCSI Building Component 16023 Swingiey Ridge Rd Safety nformation available from Truss Plate Institute,218 N.Lee Street,Suite 312.Aleundda,VA 22314. Chesterfield,M083017 Job Truss Truss Type ally Ply 1'2chestnut � •T01 COMMON 4 138223371 1 Job Reference o floral Steele Truss Company,Inc, 8.130 s Mar 112018 MiTek Industries,Inc. Tue Aug 20 06:42:10 2019 Page 1 ID:e3c?cwORnwOyWWCbJelhhlzHzB_eUFabhB8lJuYoL6Vl ?hZds9wgpO5kGFIgyDF?ym1Zh 3-6.6 1 6.10.8 10.2.10 13.9-0 36-6 3-4-2 34-2 3.6.6 5x4 = Scale=1:23.7 3 5.62 12 1.5x4 7 8 1.5x4 2 4 1 5 I 3x4 = 6 3x4 = 3x10 MT20HS 11 US= 3x10 MT20HS II 0-10-8 6-10-8 12-10.8 13-9-0 0.10.8 6-0-0 6-0.0 0.10-8 Plate Offsets(X,Y)- [1:0-0-0,0-0-121 [1:0-2-0,0-10-15) [5:0-M 0-0-121 r5:0-2-0 0-10-151 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) I/deg Ud PLATES GRIP TCLL(roof) 35.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.05 5-6 >999 360 MT20 197/144 Snow(Pf/Pg) 42.0/60.0 0.0 Lumber DOL 1.15 BC 0.48 Vert(CT) -0.10 5-6 >999 240 MT20HS 148/108 TCLL 1 Rep Stress Incr YES WB 0.12 Horz(CT) 0.03 5 n/a n/a BCLL .0 BCDL 10.0 Code IBC2015/fP12014 Matrix-S Wind(LL) 0.01 6 >999 240 Weight:51 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc puffins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEDGE Left:2x8 SPF 1950E 1.7E,Right:2x8 SPF 195OF 1.7E REACTIONS. (lb/size) 1=904/0-5-8,5=904/0.5-8 Max Horz 1=41(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-Ag forces 250(lb)or less except when shown. TOP CHORD 1-2=-1475/103,2-3=1107/70,3-4==1107/70,4-5=1475/103 BOT CHORD _1-6=-54/1233,5.6=-5311233 WEBS 3-6=01482,4-6=-431/90,2-6=431/90 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL--6.Opsf;BCDL=6.Opsf;h=25ft;8=45ft;L=24ft;eave=oft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Extedor(2)0-2-12 to 3-4-5,Interior(1)34-5 to 6-10-8,Exterfor(2)6-10-8 to 9-10-8 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)TCLL:ASCE 7-10;Pr-35.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=60.0 psf(ground snow);Pf=42.0 psf(gat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)All plates are MT20 plates unless otherwise Indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurren►with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide '0 "Y will fit between the bottom chord and any other members. Q�. PN.GAic r m tr =n 0800 RAF so il 0 . August 20,2019 ®WARNING-VMfy deslgn porumerera and RE4D NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11,111.7477 rev.10.9712015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is foran 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 MOWis 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 ANSIrrP11 Quality Criteria,DSBA9 and SCSI Building Component 16023 Swingley Ridge Rd Safoty Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,NO 63017 Job LTOIGE 138223372 Truss Type City Ply ' 12chestfiut COMMON SUPPORTED GAB 1 1 Job Reference o tional Steele Truss Company,Inc, 8.130 s Mar 112018 MiTek Industries,_Inc. Tue Aug 20 06:42:11 2019 Page 1 ID:e3c7cwORnwOyVNNCbJelhhlzHzB -6hpzplCmnclPQVhhbdWw6rPS 4DEgBdO KlnnSymlZg 6 10 8 13.9-0 6-10.8 6-10-8 5x4 = Scale:l/2'=1' 5 5.62 12 . 4 6 16 17 15 18 of 3x4 3 7 2 8 3x4 i 1 9 171 1 3x4 = 3x4 = 14 13 12 11 10 aloe 13-9-0 alas 1 2-10.8 Plate Offsets(X,Y)— (1:0-0-6,0-1-81,f9:0-0-6,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (hoc) Vdefl L/d PLATES GRIP TOLL(roof) 35.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 42.0/60.0 Lumber DOL 1.15 BC 0.18 Vert(CT) n/a n/a" 999 BCLL TCDL 10.0 Rep Stress Incr YES WB 0.11 Horz(CT) -0.00 10 file n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-S Weight:51 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 cc pudins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 2-6-0,Right 2x4 SPF No.2 2-6-0 REACTIONS. All bearings 12-0.0. (Ib)- Max Horz 14=-41(LC 14) Max Uplift All uplift 100 Ib or less at joints)13,14,11,10 Max Grav All reactions 250 lb or less at joints)13,11 except 12=536(LC 1).14=525(LC 20),10=525(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-3=64/410,3-4=17/363,4-5=0/366,5-6=0/366,6-7=-17/363,7-9=-65/410 BOT CHORD 1-14=-290185,13-14=-290/85,12-13=290/85,11-12=-290/85,10-11=-290/85, 9-10=-290/85 WEBS 5712=485119,3-14=397/154,7-10=-397/154 NOTES- f 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vull=ll5mph(3-second gust)Vasd=9lmph;TCDL=6.Opsf;BCDL=6.Opsf;h=25R;B=45ft;L=24ft;eave=2ft;Cat. If:Exp B;enclosed;MWFRS(directional)and C-C Comer(3)0-0-0 to 2-10.8,Exterior(2)2-10-8 to 6-10.8,Comer(3)6-10-8 to 9-10.8 zone;cantilever left and fight exposed;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr-35.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=60.0 psf(ground snow);Pf=42.0 psf(Flat � NEIw, roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1 5)Unbalanced snow loads have been considered for this design. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 2-0-0 cc. 8).This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �! 9)•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 r_ will fit between the bottom chord and any other members. LI 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,14,11,10. 11)Non Standard bearing condition. Review required. ` O "A '0_.08.099�' q��Fsstio"A August 20,2019 ®WARNING-Verify dosign parameters and READ NOTES ON THUS AND INCLUDED MITEK REFERENCE PAGE NI.7473 rev.IOM3,2015 BEFORE USE. ' Design valki for use only with Mrrekm connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage.For general-guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB49 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Jab Truss Truss Type Oty Ply 138223373 �2chestnut r 702 Common 6 1 Job Reference(optional) Steele Truss Company,Inc, 8.130 s Mar 112018 MITek Industries,Inc.Tue Aug 20 06:42:12 2019 Page 1 ID:e3c7LwORnwOyWWCbJelhhlzHiB_atNLOMDOYw9G2eGu9L1ge2xTsUTwZTSYD-RKJuymlZf 6.6-11 12-10.8 1 18-8.12 24-10-8 ' 6-6-11 6-3-13 5.10-4 6-1-12 Scale=1:40.9 4x8 = 3.00 12 4 13 14 3x4 3x4 3 5 3x6 % 12 15 63x6 zL 3x6 = 2 3x6 7 1 oE [d 11 t0 9 8 5x9 = 1.Sx4 II 3x10 M18SHS = 3x8 = 1.5x4 11 7x6 11 p-10-6 6.6-11 12-10-8 18-8.12 24-10-8 6 10-81 5.8.3 1 6-3-13 5.104 6.1-12 Plate Offsets(X,Y)- [1:0-7-3,0-0-01,[1:0-1-7,0-0-6I,rl:0-1-5,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Lid PLATES GRIP TCLL(roof) 35.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.27 9-11 >999 360 MT20 197/144 Snow(Pf/Pg) 42.0/60.0 Lumber DOL 1.15 BC 0.54 Vert(CT) -OA6 9-11 >649 240 M18SHS 197/144 TCDL 16.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.13 7 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-S Wind(LL) 0.07 9-11 >999 240 Weight:86lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 3-9 SLIDER Left 2x4 SPF No.2 3-2-3,Right 2x4 SPF No.2 3-1-9 REACTIONS. (lb/size) 1=1676/0-5-8,7=1676/0-5-8 Max Harz 1=30(LC 15) FORCES.• (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-3=4566/75,3-4=-3273/82,4-5=-3244/83,5-7=-4211/74 BOT CHORD 1-11=-33/4303,9-11=-33/4303,8-9=-29/3905,7-8=-29/3905 WEBS 3-9=-1552153,4-9=0/799,5-9=1176167 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=115mph(3-second gust)Vasd=91 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;13=45111;L=251t;eave=oft;Cal. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 12-10-8,Extedor(2)12-10-8 to 15-10.8 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)TCLL:ASCE 7-10;Pr-35.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=60.0 psf(ground snow);Pf=42.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design.. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �F Ne will fit between the bottom chord and any other members. n Lu. cPfiO .; '0 ROFEss►o. August 20,20.19 ®WARNING-Verify design paramelcrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rer.1"32015 BEFORE USE. � Design valid for use ongrwilh MTek®connectors.This design Is based only upon parameters shown,and Is foran Individual building component,not a truss system.Before use,the building designer must vedly the applicability of design parameters and propedy Incorporate this design We the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW 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 ANSViPI1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swinglay Ridga Rd Safoty Information available from Tress Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314, Chesterfield,MO 63017 Job Truss Truss Type Oty Ply 138223374 12chestnut T02GE Common Supported Gable 1 1 Job Reference(optional) Steele Truss Company,Inc, 8.130 s Mar 112018 MiTek Industries,Inc. Tue Aug 20 06:42:13 2019 Page 1 ID:e3c?cwORnwDyW WCbJelhNzHzB_23xJDiEOJEH7fog4i2Y08GUl?utSl5dhSe8trKymlZe 12-10-8 24-10-8 12-10-8 12-0.0 Seale=1:41.5 5x4 = 3.00 12 7 8 6 27 28 9 5 q 10 3 26 29 11 30 2 12 3x6 Ii 13 1 4 cl d 3x4 = 25 24 23 22 21 20 19 18 17 16 15 14 50 = 24-10.8 24-10-8 Plate Offsets(X,Y)— f22:0-2-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL(root) 35.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) n/a n/a 999 MT20 1971144 Snow(Pf/Pg) 42.0/60.0 0.0 Lumber DOL 1.15 BC 0.26 Vert(CT) n/a n/a 999 TCLL 1 Rep Stress Incr YES WB 0.08 Harz(CT) -0.01 14 We n/a BCLL .0 BCDL 10.0 Code IBC2015/TP1201 9 4 Matrix-S Weight: FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural woad sheathing directy applied or 1D-0-0 ocpurlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 24-0-0. (lb)- Max Herz 25=39(LC 15) Max Uplift All uplift 100 Ito or less at joint(s)21,22,23,24,19,18,17,16,15 except 14=-108(LC 32) Max Grav All reactions 250 lb or less at Joint(s)14,24 except 20=382(LC 1),21=362(LC 20).22=303(LC 20), 23=388(LC 20),25=624(LC 1),19=359(LC 21),18=326(LC 21),17=342(LC 21),16=269(LC 21),15=407(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-73/355,2-3=-251286,3-4=-14/319,4-5=0/312,5-6=01326,6-7=0/318,7-8=0/309, 8-9=01313,9-10=-13/312,10-11=-30/313,11-12=-46/309,12-13=-67/326 BOT CHORD 1-25=-270/86,24-25=-270/78,23-24=-270/78,22-23=-270/78,.21-22=-279/80, 20-21=-279/80,19-20=-279/80,18-19=-279/80,17-18=-279/80,1 6-1 7=2 7 918 0, 15-16=-279/80,14-15=279180 WEBS 7-20=342/39,6-21=322/90,5-22=270/48,4-23=321/56,2-25=449/130, 8-19=319/91,9-18=287/49,10-17=300/47,12-15=-301/96 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=25ft;eave=2ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Comer(3)0-0-0 to 2-10-8,Exterior(2)2-10.8 to 12-10-8,Comer(3)12-10-8 to 15-10-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for V NE reactions shown;Lumber DOL=1.60 late gripDOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr-35.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=60.0 psf(ground snow);Pf=42.0 psf(gat roof snow:Lumber DOL=1.15.Plate DOL=1.15);Category II;Exp B;Partially Exp.;Cl=1 5)Unbalanced snow loads have been considered for this design, r w (r 6)Ail plates are 1.5x4 MT20 unless otherwise indicated. n ;ttl 7)Gable studs spaced at 2-0-0 oc. fTh' 8)This truss has been designed fora 10.0 psf bottom chord'live load nonconcurrent with any other live loads. 9)*This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �� '0-08099, 4i= 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)21,22,23,24, 19,18,17,16,15 except Qt=lb 14=108. 11)Non Standard bearing condition. Review required. August 20,2019 ®WARNING-Vorlry design pu amerers nod READ NOTES ON THIS AND INCLUDED AltrEX REFERENCE PAGEAVI.7473 rev.IM12015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss 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 proven,bucking of indlMdual truss web and/or chord members only.Additional temporary and permanent bracing WOW 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 ANSIrrPI1 quality Criteria.DSB-a9 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,210 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield.MO 63017 Job Truss Truss Type Qty Ply 138223375 12cheslnut T03 Gammon 10 1 Job Reference o tional Steele Truss Company,Inc, 8.130 s Mar 112018 MiTek Industries,Inc. Tue Aug 20 06:42:14 2019 Page 1 ID:e3c7cwORnwOynCbJelhhlzHzB_WGV5R2Ef4XP—HyPGGm3dkT1sgH2MINOgglwROmyml2d 1.1-0 &11-14 12-10-8 8.9.2 24-7-12 2S9.0 1.1.4 5-10-105-10-10S1a10 5-10-101.1-0 Scale=1:42.9 5x6 = 3.00 12 4 16 17 3x4 3x4 Zz 3 5 15 18 8xB t:! 14 19 Bx8 ZZ 1 2 6 7 3x4 = t2 11 10 9 3x4 = 13 3x10 M18SHS = 8 5x8 = 3x8 = 5x8 = t-1 4 25M 0I 10.8 8-11-14 j 12-10-1 18.9.2 24-7-12 24 1 0-1041 5-10-10 5-1oa0 s"tata 51010 a-z 0_2.12 0-10.8 Plate Offsets(X,Y)— 18:0-1-11,0-0-7] ]9:0-3-8 0-2-81.f12:0-3-8 0-2-8] fl3:0-1-11 0-0-71 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL(roof) 35.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.23 9-10 >999 360 MT20 197/144 Snow(PflPg) 42.0/60.0 Lumber DOL 1.15 BC 0.99 Vert(CT) -0.38 9-10 >741 240 M18SHS 197/144 BCLL TCDL 10.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.09 8 n1a n/a BCDL 10.0 Code IBC20151TPI2014 Matrix-S Wind(LL) 0.06 10-12 >999 240 Weight:94lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 2100E 1.8E TOP CHORD Structural woad sheathing directly applied or 3-5-13 oc pudins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) 8=175110-5-8,1 3=1 75110-5-8 Max Horz 13=29(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown. TOP CHORD 1-2=819/0,2-3=3851/52,3-4=-2961/70,4-5=-2961/70,5-6=-3851/52,6"7=81910 BOT CHORD 1-13=0/855,12-13=0/855,10-12=11/3652,9-10=-14/3652,8-9=0/855,7-8=0/855 WEBS 4-10=0f741,5-10=-1220/46,6-9=46/2811,6-8=-1538h28,3-1 0=1 220146, 2-12=-46/2811,2-13=-1538/128 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45f1;L=26ft;eave=oft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterlor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 12-10-8,Exterior(2)12-10-8 to 15-10-8 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)TCLL:ASCE 7-10;Pr-35.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=60.0 psf(ground snow);Pf-42.0 psf(flat roof snow:Lumber DOL=1.15'Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1 I 4)Unbalanced snow loads have been considered for this design. 5)AI]plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall,by 2-0-0 wide QF N'E will fit between the bottom chord and any other members. �,- � . r: :fr p, to :.. Uj. tr 41O08099� A°�'�s'sioN�v August 20,2019 ®WARNING-Vcr(ry design psramarers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAOEMII.7473 rev,10lO32015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPlI Quality Criteria,D5B-89 and BCSI Building Component 16023 Swingiey Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Oty Ply f2chestnut T03GE Common Supported Gable 1 1 Job Reference(optional) 138223376 Steele Truss Company,Inc, 8.130 s Mar 112018 MiTek Industries,Inc. Tue Aug 20 06:42:16 2019 Page 1 ID:e3c?cwORnwOyWWCbJelhhlzHzB=TedsskGvc9fiWGZfOB65Pu6HV5wWVSB78CPYSfymlZb 12-10.8 25-9-0 12-10.8 12-10.8 Scale=1:42.9 5x4 = 3.00 12 7 8 5 27 6 28 9 4 10 3 26 29 11 2 12 1 13 cl I 3x4 = 3x4 = 25 24 23 22 21 20 19 18 17 18 15 14 3x4 = i 24-10-8 5 9.0 24-10-8 10-8 LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL(roof) 35.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) n/a n/a 999 MT20 1971144 Snow(Pf/Pg) 42.0/60.0 0.0 Lumber DOL 1.15 BC 0.24 Vert(CT) n/a n/a 999 TCLL 1 Rep Stress Incr YES WB 0.09 Horz(CT) -0.01 14 n/a n/a BCLL .0 ' 9 BCDL 10.0 Code IBC20151TP12014 Malrix-S Weight:831b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 10.0-0 oc pudins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 24-0-0. (Ib)- Max Horz 25=29(LC 15) Max Uplift All uplift 100 lb or less at jcinl(s)20,22,23,24,25,18,17,16,15,14 Max Grav All reactions 250 lb or less at joint(s)24,15 except 19=431(LC 1),20=363(1_13 20),22=314(LC 20), 23=386(LC 20),25=600(LC 20),18=363(LC 21),17=314(LC 21),16=386(LC 21),14=600(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-65/460,2-3=37/401,3.4=19/419,4-5=-21414,5-6=0/416,6-7=0/412,7-8=0/412, 8-9=0/416,9-10=-31414,10-11=20/419,11-12=-37/401,12-13=-65/460 BOT CHORD 1-25=-375/77,24-25=375/77,23-24=-375/77,22-23=375/77,20-22=-375/77, 19-20=375R7,18-19=375/77,17-18=-375/77,1 6-1 7=37 517 7,15-16=-375/77, 14-15=-375/77,13-14=375/77 WEBS 7-19=-392/34,6-20=-321190,5-22=-281/49,4-23=323155,2-25=-437/133, 8-18=321/90,9-17=281/49,10-16=323155,12-14=-437/133 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=26ft;eave=2ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Comer(3)0-0-0 to 2-10-8i Exterior(2)2-10-8 to 12-10-8,Comer(3)12-10-8 to 15-10-8 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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry O� N�GA�G vY Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. 4) f live load:5):Category.I Exp B Plate Partially Exp 5)CPg�60.0 psf(ground snow);Pf=42.0 psf(gat roof snow:Lumber DOL=1 15 Plate DOL=1 P� 5)Unbalanced snow loads have been considered for this design. 7/ 6)All plates are 1.5x4 MT20 unless otherwise Indicated. 7)Gable studs spaced at 2-0-0 Do. r 8)This truss has been designed for a 10.0 psf bottom Chard live load nonconcurrent with any other live loads. - L�IJ 9)•This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6411 tall by 2-0-0 wide 1t5: . 2 will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)20,22,23,24, 25,18,17,16,15,14. ��. 0..,0.809g� A 11)Non Standard bearing condition. Review required. �. R°F�ssioNP August 20,2019 ®WARNING-Vcnfy d-Ign pnmmePora and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPACE A11I.7473 rev.141072015 BEFORE USE. ' Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component;not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of indivklual truss web andfor chord members only.Additional temporary and permanent bracing MiTe le 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 thus systems,see ANSInPI1 quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available fmm Tmss Plate Instltute,218 N.Lee Street,Suite 312,Alexandda,VA 22314, Chesterfield,MO 63017 Job Truss Truss Type Qty Ply 138223377 1'2chestnut a Vol Valley 1 1 Job Reference a tlonal _ Steele Truss Company,Inc, 8.130 s Mar 112018 MiTek Industries,Inc Tue Aug 20 05:42:17 2019 Page 1 ID:e3c?cwORnwOyWWCbJelhhlzHzB_xrAE34HXNSnZBQBrxudKL6fP5VGREveHMG95 5ym1Za 5-4-1 I 10.6.3 54-1 5-4-1 Scale=1:18.5 5x6 = 2 5.62 12 8 7 9 6 10 5 3 Li a .g a a 4 0 2x8 ,,5x4 II z><s . 0-Q�9 10-8-3 0-00.9 10-7-10 LOADING (psf) SPACING- 2-" CSI. DEFL. In (too) VdeO Ud PLATES GRIP TCLL(roof) 35.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) n/a n/a 999 MT20 1971144 Snow(Pf/Pg) 42.0/60.0 Lumber DOL 1.15 BC 0.19 Vert(CT) n/a n/a 999 TCDL 16.0 Rep Stress Incr YES WB 0.OB Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrlx-S Weight:26lb FT-20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) 1=290110-7-2,3=290/10-7-2,4=691/10-7-2 Max Horz 1=-26(LC 14) Max Uplift 1-5(LC 16),3=-5(LC 16) Max Grav 1=303(LC 20),3=303(LC 21).4=691(LC 1) FORCES. (lb)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown. WEBS 24=-530/84 NOTES- 1)Unbalanced roof live loads have been considered for this design, 2)Wind:ASCE 7-10:Vult=115mph(3-second gust)Vasd=91 mph;TCDL=B.Opsf;BCDL=6.Opsf;h=25ft;B=45ft L=24ft;eave=4ft;Cal. 11;Exp B;enclosed;MWFRS(directional)and C-C Extedor(2)0-8-1 to 3-8-1,Interior(1)3-8-1 to 54-1,Extedor(2)54-1 to 84-1 zone;cantilever left and fight 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)TCLL:ASCE 7-10;Pr-35.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=60.0 psf(ground snow);Pf=42.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom Chard bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)1,3. OF NE. 0 Lu __0.,0.8.d99� R��ESS1o��v ' August 20,2019 ®WARNING•Verily design pararnetem and READ NOTES ON THIS AND INCLUDED rAITEK REFERENCE PAGE A111.7473 rev.10.1022015 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 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 Well 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 ANSVTPII Quality Criteria,DSB-89 and SCSI Building Component 18023 Swingiey Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Oty Ply 138223378 12chestnut V02 Valley 1 1 Job Reference(optional) Steele Truss Company,Inc, 8.130 s Mar 112018 MITek Industries,Inc. Tue Aug 20 06:42:17 2019 Page 1 ID:e3c?cwORnwOyMCbJelhhlzHzB_xrAE34HXNSnZ808rxudKL6fR)VlkEw2HMG95_5ym1Za 4-3-4 a_6.9 4-3-4 4-3.4 Scale=1:15.6 5x4 = 2 8 5.62 12 7 9 6 10 5 3 --------------- Y 6 d a 4 2x4 4 1.5x4 II 2x4 0 0.0 9 8.6.9 9 8-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL(roof) 35.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) n/a n1a 999 MT20 197/144 Snow(Pf1Pg) 42.0/60.0 Lumber DOL 1.15 BC 0.11 Vert(CT) n/a n/a 999 TCDL 16.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:20 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (Ib/size) 1=253/8-5-8,3=253/8-5-8,4=47418-5-8 Max Holz 1=20(LC 15) Max Uplift 1=8(L'C 16),3=-8(LC 16) Max Grav 1=253(LC 20),3=253(LC 21).4=474(LC 1) FORCES. (lb)-Max.CompJMax.Ten.-All forces 260(lb)or less except when shown. WEBS 2-4=-084/75 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCOL=6.0psf;h=25ft;8=45ft;L=24ft;eave=4ft;Cat. II;'Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-8-1 to 3-8-1,Interior(1)3-6-1 to 4-3-4,Extedor(2)4-3-4 to 7-3.4 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)TCLL:ASCE 7-10:Pr-35.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=60.0 psf(ground snow);Pf=42.0 psf(Oat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category ll;Exp 8;Partially Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 7)'This.truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical Connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)1,3. pF NEGV:. 0. n Lu tip Ra��ss Q . August 20,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11.7473 row.10.D72015 BEFORE USE. �� Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a Truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall _ be design.Bmdng indicated Is to prevent buckling orindiviival truss web andlorchord members only.Additional temporary and permanent bracing iVliTek 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 tress systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 18023 Swingiey Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply 138223379 12chestnul V03 Valley 1 1 Job Reference(optional) - Steele Truss Company,Inc, 8.130 s Mar 112018 MITek Industries,Inc.Tue Aug 20 06:42:18 2019 Page 1 ID:e3c?cwORnwOyVvWCbJelhhlzHzB_P1kcHQ19BmvPm4lVbBZuJBg_vegzNYQbwueXYym1ZZ 3-2-7 6-4-15 3-2-7 3-2-7 50 = Seale=1:12.7 2 5.62 12 6 5 3 1 4 2x4 i:o- 1.5x4 it 2x4 0 Q 9 6-4-15 1}�1§ 6.4-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I1de0 Ud PLATES GRIP TCLL(roof) 35.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 42.0/60.0 Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 TCLL 16.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015lrP12014 Matrix-P Weight:IS lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) 1=178/6-3-14,3=1 7816-3-1 4,4=333/6-3-14 Max Harz 1=14(LC15) Max Uplift I=6(1_C 16),3=.6(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-1=270/65 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exteiror(2)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)TCLL:ASCE 7-10;Pr=35.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=60.0 psf(ground snow);Pf=42.0 pat(flat roof snow:Lumber DOL=1.1 5 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing, 6)This miss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20:Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1001b uplift atjoint(s)1,3. p NEGy . ;GAR` n � �. w m a ,LU S. August 20,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 611TEK REFERENCE PAGE 61111-7473 rev,f 0l032015 BEFORE USE. ' Design valid for use any with MTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,hot 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 Mew Is always required for stability and to prevent collapse with posslblo personal Injury and property damage.Far general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrri ll quality Criteria,OSB-09 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available tram Tres Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss 7yrals.-S, Type Qty Ply 138223380 slut ` VO4 1 1 Job Reference o lional Steele Truss Company,Inc, 8.130 s Mar 112018 MiTek Industries,Inc. Tue Aug 20 06:42:19 2019 Page 1 ID:e3c?cwbRnwOytAWCbJelhhlzHzB_-tDl Uminv4lGNjIE3JfoRXktllzUigKagaeC3,ym1ZY 2-1-10 4-3-5 2-1-10 2-1-10 3x4 = Scale:l.5'=P 2 5.62 12. 3 1 a rd 0 2x4 - 2x4 09 4-3-5 0-0-9 4-2.12 Plate Offsets(X,Y)- (2:0-2-0,Edgel LOADING (psf) SPACING- 2-" CSI. DEFL, in (loc) Ildefl L/d PLATES GRIP TCLL(roof) 35.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pit) 42.0/60.0 Lumber DOL 1.15 Be 0.09 Vert(CT) n/a n/a 999 BCLL TCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:8 lb FT-20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-35 cc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 1=199/4-2-4,3=199/4-2-4 Max Holz 1=8(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=9lmph;TCDL=6.Opsf;BCDL=B.Opsf;h=25f;B=45ft;L=24ft;eave=4ft;Cat. 11;Exp B;enclosed;MWFRS(directional)and C-C Extedor(2)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)TCLL:ASCE 7-10;Pr-35.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=60.0 psf(ground snow);Pf=42.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Partially Exp.;Cl=1 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. f NE .��... N GA .Yp, n 4. `° 9�FE$ .10NP`. August 20,2019 ®WARNING-Voiffy doalgn pammalon and READ NOTES ON THIS AND INCLUDED AtITEM REFERENCE PACE A11/1-7473 rer.fe/074015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual bulding component,not a truss system.Before use,the building designer must verdy the appricabildy 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 WOW 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 .ANSIrrPl1 Quality Criteria,DSB.89 and SCSI Building Component 18023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 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 ft-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 crX-bracing,is always required. See BCSI. r c1-2 C2a IN 2. Truss bracing must be designed by an engineer.For 16r wide truss spacing,individual lateral braces themselves WEBSa 4 may require bracing,or allemative Tor I T tY �� 0 bracing should be considered. = R p O 3. Never exceed the design loading shown and never U yi" U stack materials on inadequately braced trusses. o_ OL 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cr-s Caa c5- designer,erection supervisor,property owner and plates 0- "id'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear lightly 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 ANSIfrPI 1. connector plates. THE LEFT. P 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSlrrPI 1. Plate location details available in MITek 20120 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE [CC-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 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 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 puruns 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. �® fp 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards:' project engineer before use. ANSI1TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Tnlss•Construction. and pictures)r 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 Practice for Handling, MiTakANSI/rPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.10/03/2015 � I{ Adirondack STATEATE OF UP GPPURTUMITY, r erica SHERMAN CRAIG FERRY MARTINO Chairman Executive Director May 4, 2018 Hutchins Engineering Tom Center. 169 Haviland Road Queensbury, NY 12804 RE: Jurisdictional Determination J2018-0240 Dear Mr. Center: The proposed filling.and regrading described in the materials received.on.April 11, 20.18 does not require a:.permit from the Adirondack Park Agency (Agency), provided the facts:.submitted are accurate and complete, and provided there is compliance.with the restrictions below. Although a permit or variance is not required from this Agency, please:be.aware that a permit- and/or variance may be required from the Town of Queensbury which administers an Agency- approved local land use program (ALLUP). This means that the Town has-authority over Class B regional projects and administers the statutory shoreline restrictions as defined in the Adirondack Park Agency Act and further defined in the ALLUP. Please be advised.that this letter makes no representation as to the approvability of your project pursuant to the Town administered ALLUP. Be sure to contact the Town's Code Enforcement Officer or Zoning Administrator to determine the Town's requirements and the procedures-and standards to be followed for such projects. Also, please be aware that variances approved by towns acting pursuant to an ALLUP are subject to review by the Agency and under certain circumstances can be reversed by the Agency. Description It is our understanding that the project consists of the following: 1. The property is a 0.17t-acre parcel located in the Town of Queensbury,Warren County, on Chestnut Lane, tax map designation 226.19-1-22. 2. The property is owned by Laura McNeice, as described as Lot 14 in the following deed recorded on July 31, 2017 in Liber 5598 of Deeds, page 284, in the Warren County Clerk's Office. 3. AEcvr ' e m a�rlia Io you submitted the property was n t pa age,p rcel a ©fth ay 2�, 1973 enactment date of the Adtro-clack Park Land Use a ve opment Plan, nar did the o ad`nining p operty P.O.Box 99.1133 NYS Route 86•Ray Brook,NY 12977 Tel:518 891-4050 Fax:518 891-3938•www.apa.ny.gov 'fL Tom Center. May.4,201.8 Page 2 4. The property is improved by a single family dwelling constructed circa_:,1960. . 5. Your'client proposes to place fill and regrade a portion of.the..property; as shown.on the site plan entitled, "Map of Survey:Made or Trevor:ari.d Laura McNeice;" dated October 26, 2017. For purposes of Agency review, the site plan has been stamped °Final".. No.additional subdivision or new land use and development is proposed at this time. If any:of the above is incorrect, please contact the Agency as a different'determination could result. FOR YOUR INFORMATION: This determination is.based upon the existing laws, regulations and Park.Plan Map administered by the Agency. if they change,before substantial commencement of the proposed project, this determination may al*so_change. The property is-located in a Moderate Intensity Use land use area on the Adirondack Park Land Use and Development Plan Map. :Agencystaff have determined1hat there are no wetlands subject..to:Agency:jurisdiction:on the property, based on .review of.aeriol.photography. The enclosed map shows-the approximate location and boundary of wetlands in relation to the property. However, field inspection by Agency staff is the only way to confirm the presence, Iodation and size of wetlands. If you have reason to believe that any wetlands would be affected by the proposal, you-are encouraged to contact the Agency to arrange a site visit prior to undertaking the project. The property is not located.in a statutory critical environmental area. The property is not located in a designated river area pursuant to the'New York State Wild, Scenic and Recreational Rivers System Act. Since the Town of Queensbury.administers an ALLUP,.you should contact the local zoning administrator or code enforcement officer to determine.the Town's requirements and the . procedures and standards-to:be followed for such projects. 'if your:project is determined to be:a Class.B regional project,the local government will notify the Agency of your application and the Agency may participate as a party of interest in the local review. Restrictions Although the.proposed project:described above does not require an Agency.permit,:the following restrictions are imposed by law. Please note that the Town of Queensbury may have more restrictive requirements and standards than those administered'by the Agency: 1. The.project must be undertaken in accord with Agency regulations implementing the Freshwater Wetlands Act, which prohibits subdividing, polluting, filling,.dredging, draining or.construction in a wetland unless an Agency permit is first-obtained. From your description of the project and the map supplied,it appears that the project will not Tom Center May 4, 2018 Page 3 involve or affect any:wetland. Enclosed for your information is a.flyer which briefly .outlines the types of'activities which require an Agency:wetland permit. 2. A new on4te sewage disposal system may not be.located within 100 feet of any wetlands;without an Agency permit. Sewage disposal systems are measured horizontally from the closest part of a leaching facility to the edge of the wetlands. The New York State-Department of Health,has additional sewage disposal system standards which must also be met. 3. The local:land use regulations administered by the Town also limit the use of property and specify lot size and-dimensions, setbacks for structures, building height and septic system requirements. 4. No structure otherthan residential radio and television antennas and certain agricultural structures may exceed 40'feet in height without an Agency permit. -For Agency purposes, height is measured from the highest point of the structure to the lowest point of finished or natural grade. The proposal may require.approvals from other government entities. We also recommend that you check with county, other state and with federal agencies as necessary prior to undertaking your project. If you have any questions, please feel free to contact the Agency again. Sincerely, Trace. Darrah y Project Administrator TJD:DWM:mp Enclosure: Wetlands flyer cc: Trevor McNeice NYS DEC Region 5 (via email) Town of Queensbury (via email)