Loading...
HomeMy WebLinkAboutRevisions; Change Truss Companies & DrawingsOFFICE USE ONLY: DATE FILED: t . tea. pp� REVISION FEE: 1(� " LOCATION/SITE ADDRESS: 0 PERMIT # �� jq/ U D S0 RECEIPT # ` �;�-a L7�___.__ PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE,,FL 34982.5652 (772) 462.1553 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION DETAILED DESCRIPTION OF PROJECT REVISIONS: „ , RECEIVED JAN 2 8 2021 Permitting Department St. Lucie County File Cop CONTRACTOR INFORMATION: �s STATE of FL REG./CERT. #: CMG `7ST. LUCIE CO CERT. #: BUSINESS NAME: Lb / Ul= /VaAias QUALIFIERS NAME: y 14 i ADDRESS: I &,O o CITY: i arc do STATE: ice/ ZIP: PHONE ( AYTIME): 2, zS FAX: OWNERBUILDER INFO/R,MATION: NAME: 0JP�� ,� ✓OGr/OJ ADDRESS: 61 CITY; , i cSTATE: X-/ PHONE (DAYTIME: �� 9 Z G 7 FAX: ARCHITECT/ENGINEER INFORMATION: NAME: Aklpqk : , /4�L ADDRESS: Z CITY: S L U STATE: r PHONE (DAYTIME): 72, 05'7L FAX: SLCCC: 9123109 Revised 06130117 ZIP: 4/04 S ARROW ON THE TRUSS REPRESENTS ITS LEFT END RECEIVED JAN 2 8 2021 permitting Department St, LUCIe COUnty gevieweJ -Por- YSTATE W JAL 11111\0 �orens�`cs 1602 INDUSTRIAL PARK DR PLANT CITY FL Phone:(813) 759-5922 Fax: (813) 752-1532 http://www.bldr.com - Per ANSI/TPI 1-2007 all " Truss to Wall" connections are the responsibility of the Building Designer, not the Truss Manufacturer. Dimensions are Feet -Inches- Sixteenths. Trusses are to be 24" o.c. unless noted otherwise (U.N.0.) Trusses are not designed to support brick U.N.O. Do not cut or modify trusses without first contacting Builders FirstSource. - Immediately contact Builders FirstSource if trusses are damaged. Connection Notes: - All hangers are to be Simpson or equivalent U.N.O. - Use Manufacturer's specifications for all hanger connections U.N.O. - Use 10d x 1 1/2" Nails in hanger connections to single ply roof girder trusses. Floor Truss Notes: - Shift truss as required to avoid plumbing traps. - Installation Contractor and/or Field Supervisor are to verify all dimensions, trap locations, and options prior to installation Dimension Notes: - Drawing not to scale. Do not scale dimensions Roof: TCLL: 20 PSF TCDL: 10 PSF BCDL: 10 PSF Floor: TCLL: 40 PSF TCDL: 10 PSF BCDL: 5 PSF Wind: Velocity: 160 MPH Exp. Cat.: B Risk Cat.: II Roof pitch: 5112 Overhang: 16" DAVE GOLDEN HOMES BROWN RESIDENCE 3106 Arnold Rd. Fort Pierce, FI 34945 Layout: BROWNTP_LAY Date: 11/25/20 Revision History: Revl: Rev2: Rev3: Iof1 AW# ROOF: 2492326 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek,C RE: Brown Residence_DaveGolden - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Dave Golden Homes Project Name: Brawn Residence Model: Tampa, FL 33610-4115 Lot/Block: Subdivision: . Address: 3601 Arnold Rd. , . City: Fort Pierce 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:. FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: N/A Wind Speed: 160 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 49 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name 'Date No. Seal# Truss Name Date 1 T22087832 CA 12/7/20 23 T22087854 RF12 1217/20 RECEIVED 2 T22087833 CJ1A 12/7/20 24 T22087855 RF13 1217/20 3 T22087834 CJ3 12/7/20 25 T22087856 RF14 12/7/20 �q(�".2 1011 4 T22087835 CJ5 12/7/20 26 T22087857 RF15 12/7/20 5 T22087836 EJ3 1217/20 27 T22087858 RF16 12/7/20 6 T22087837 EJ5 12/7/20 28 T22087859 RF17 12/7/20 Permitting Department 7 T22087838 EJ7 12/7/20 29 T22087860 RF18 12/7/20 St. Lucie County 8 T22087839 HJ3 12/7/20 30 T22087861 RF19 12/7/20 9 T22087840 HJ3A 12/7/20 31 T22087862 RF20 12/7/20 10 T22087841 HJ5 12/7/20 32 T22087863 RF21 12/7/20 11 T22087842 HJ7 12/7/20 33 T2208786-4 RF22 12/7/20 12 T22087843 RF01 12/7/20 34 T22087865 RF23 12/7/20 13 T22087844 RF02 12/7/20 35 T22087866 RF24 12/7/20 14 T22087845 RF03 12/7/20 36 T22087867 RF25 1217/20 15 T22087846 RF04 12/7/20 ' 37 T22087868 RF26-, 1217/20 16 T22087847 RF05 12/7/20 38 T22087869 RF27 1217/20 17 T22087848 RF06- 12/7/20 39 T22087870 RF28 121-7720 18 T22087849 RF07 12/7/20 40 T22087871 RF29 12/7/20 19 T22087850 RF08 12/7/20 41 T22087872_ V1 1-217/20 20 T22087851 RF09 1217/20 42 T22087873 V2 1 I20- 21 T22087852 RF10 1217/20 43 T22087874 V3— 12/7/20 22 T22087853 RF11 12/7/20 44 T22087875 V4 12/7/20 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters `���OPp,UIN VF�� `� E provided by Builders FirstSource-Jacksonville. ��.� ..�G Truss Design Engineer's Name: Velez, Joaquin 8182 My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification p S ' �. that the engineer named is licensed in the jurisdiction(s) identified and that the designs . TAT Q F :. E:.: 141Z Z comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes design ii,�s�•"� 0 F3 k-�9\given and codes), which were c~� to MiTek or TRtNCO. n project ion included is for � Tek's or TRENCO's customers file eferecepurp se only,cific and was not taken a 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, J66461n. lezPEM.68182 . the building designer should verify applicability of design parameters and properly M71k;USA, Inc. kbert`6634- incorporate these designs into the overall building design perANSI1TPI 1, Chapter 2. Date4: arks Eas#'BlvdJampaFL33610 Daf December 7,2020 Velez, Joaquin 1 of 2 RE: Brown Residence DaveGolden - Site Information: Customer Info: Dave Golden Homes Project Name: Brown Residence Model: . Lot/Block: . Subdivision: . Address: 3601 Arnold Rd. , . City: Fort Pierce State: FL No. Seal# Truss Name Date 45 T22087876 V5 12/7/20 46 T22087877 V6 12/7/20 47 T22087878- V7 12/7/20 48- T22087879 V_8 12/7/20 49 T22087880 V9 12/7/20 2 of 2 MITek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 0 P A Job Truss Type Qty Ply ;miss T22087832 BROWNRESIDENCE_DAVE Corner Jack 18 1 Job Reference (optional) iuilclers I-irst5ource (Jacksonville, FL), Jacksonville, FL-32244, 1 8.430 s Nov 30 2020 MTek Industries, Inc. Mon Dec 7 05:5B:46 2020 Page 1 ID:pSPp3pg01bzjXg3tmQBBDtyFwgF-0Rk6uMQB?jD7D6gbPmmkZZutsHkr57iigOHsUyBR1 t 1-0-0 1-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -O.OD 2- >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P LUMBER- BRACING- Scale = 1:6.7 0 0 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 DO purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=46(LC 12) Max Uplift 3=-41(LC 1). 2=-138(LC 12) Max Grav 3=46(LC 12). 2=193(LC 1). 4=18(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip-DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' ThLLtlusshas been designed for a live load of 20.Opsf on the bottom chord in all areas when: 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 41 lb uplift at joint 3 and 138 lb uplift at joint.2. Z, A N6.68162 Inc. FL Cert 6634 East Blvd:Umpa FL 33610 December 7,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. Ell 9/2020 BEFORE USE. Design valid for use ontywith 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 pmpedy Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 Duality Crltoda, DSB-89 and BCSI Building Component 69D4 ParkeEast ast Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 3e Tampa, Job Truss Truss Type Qty Ply TlJob T22087833 BROWNRESIDENCE DAVE MA Comer Jack 2 Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 06:58:47 2020 Page 1 ID:pSPp3pgOlbzjXg3tmQBBDtyFw9F-UeIV5iRgm1 LzrGFozUMOHn53iGdyaYNrwKBgOwyBR1 s -1-4-0 1-0-0 1-4-0 1-M LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1:c5 TC 0.116 TCDL 10.0 -Lumber DOL 1.25 BC 0:01 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC20201TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 2=0-4-0 Max Horz 2=46(LC 12) Max Uplift 3=35(LC 1), 2=-132(LC 12) Max Grav 3=42(LC 12), 4=19(LC 3), 2=187(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:6.7 2x4 = 0-4-0 i 1-0-0 0-4-0 D-6-O DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.00 2 >999- 240 MT20 2441190 Vert(CT) -0.00 2 >999 180 Horz(CT) -0.00 3 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=O: rr8;-MWFRS (directional) and C-C Extedor(2E) zone;C-C for-mernbers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading -requirements specific -to-the-use-of this truss component. 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-bottonrchord-and any other members. 5) Refer-to-girder(s) for truss to truss connections. 6) Provide mechanical connection -(by all )--f-truss to bearing plate capable of-vidthstanding-35_lb_uplift at—joint-3 and-1 32 lb uplift at joint 2. �_. rat cp pr- �+ zi . aL r QF �L December 7,2020 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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 �k 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, see ANSIITP/t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job sTruss Type Qty Ply T22BROWNRESIDENCE_DAVE ;Bs Comer Jack 12 1 Job Reference (optional) Ruilders FirstSou ce (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 06:53:48 2020 Page 1 ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-ygstJ2SSXLTgSPp_XBuFp_eDNfy9J?d?9_tNxMyBR1r 1 4 D 3-0-0 t-0-0 3-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 TCDL 10.0 Lumber DOL 1.25 BC 0.08 BCLL " ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020frP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-B-0, 4=Mechanical Max Horz 2=76(LC 12) Max -Uplift 3=24(LC 9), 2=129(LC 12) Max Grav 3=46(L-C 17), 2=242(LC 1), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:10.9 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.00 2-4 >999 240 MT20 244/190— Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES-- 1) Wirtcl ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp-B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip-DOL=1-.60 2) Building Designer / Project -engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ±o the -use of this truss component. 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. S)-Provide mechanical connection -(by -others) of truss to bear ing-plats capable of withstanding 24 lb uplift at joint 3 and 129 lb uplift at joint 2. p1U1N t F�rJ# EN December 7,2020 WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 �4 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 oftrusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCS! Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087835 BROWNRESIDENCE_DAVE 86 Comer Jack 8 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 Mi rek Industries, Inc. Mon Dec 7 06:58:48 2020 Page 1 ID: pSPp3pg01bzjXg3tmQBBDtyFw9F-ygstJ2SSXLTgSPp_XBuFp_eAofvGJ?d?9_tNxMyBR1 r -1-4-0 5-0-0 1-4-0 5-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCL-L 20.0 Plate Grip DOL 1.25 TC 0.39 TCDL 10.0 Lumber DOL 1.25 BC 0.26- BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020/rP12014 Matrix-P LUMBER - TOP CHORD ' 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=106(LC 12) Max Uplift 3=-64(LC 12), 2=131(LC 12) Max Grav 3=119(LC 1), 2=307(LC 1), 4=92(LC 3) FORCES. (Ih) - Max. Comp./Max. Ten. - All forces 250-(Jb) or less except when shown. Scale = 1:15.0 i 5-0-0- 5-0-0 DEFL. in (loc) , Udefl Ud PLATES GRIP Vert(LL) -0-.03 2-4 >999 240 MT20 244/190 Vert(CT) -0:05 2-4 >999 1180 Horz(CT) -0.00 3 n/a n/a Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2E)-1-4-111to-1-7-5, Interior(1) 1-7-5 to 4-11-4 zone;C-C for members and forces & M(l4FRS for -reactions shown; Lumber DOL=1.60 plate grip DOL=1.60- 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown -covers rain loading requirements specific — to the use of this truss component. 3) This truss has been designed for a 10.0 per bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has-beenda�igneicl-for a liveload_6f20.Gpsf on -the bottom -chord -in BE areas where -a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other membem. 5) Refer to girder(s)'for truss to -truss -connections. 6) Provide mechanical connection (by others) -of -truss to bearing plate capable of withstanding- 4=1b-uplift at joint 3 and 131 lb uplift at joint 2. December 7,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 IMF a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with�possible personal injury and property damage. For general guidance regarding the IY1� 1OW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/i Quality Criteria, DS"9 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 D Job Truss Truss Type Qty Ply T22087836 BROWNRESIDENCE_DAVE DB Jack -Open 11 1 Job Reference (optional) ,guilders FirstSource (Jacksonville, FL), Jacksonville, FL-32244, -1-4-0 1-4-0 I 0 2X4 = 6.43U S NOV 3U 2UZU MI I eK industries, Inc. Mon Liec f Ub:bo:49 2UZU rage i ID:pS Pp3pgOlbzjXg3tmQBBDtyFw9F-QOQFWOS41ebh4ZOA5uPUMCB073102St8OedxToyBR1 q 3-0-0 3-0-0 -3-M LOADING- (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip COL 1.25 TC 0.23 Vert(LL) -0.00 2-4 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0. ' Rep Stress Incr YES WB 0:00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matra-P LUMBER- BRACING - Scale = 1:10.9 PLATES GRIP MT20 2441190 Weight: 12 lb FT = 20% TOP CHORD 2x4 SP ND2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=76(LC 12) Max Uplift 3=-24(LC 9), 2=129(LC 12) Max Grav 3=46(LC 17), 2=242(LC 1), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gus) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C-Exterior(2E)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 2-11-4 zone;C-C for membemmd forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible -for verifying applied roof live load -shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)_' This truss bas been designed for a live load of 20.Opsf on the-bottom.chord in all areas where a rectangle 3-6-0_tallby-2-0-0 wide will fd 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 24 lb uplift at joint 3 and-129 lb-upGirat joint 2. Vfi�YI E N S+>��i> ,STOF ? _ Pampa_ FL 33610 December 7,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mrrekg connectors. This design is based only upon parameters shown, and is for an Individual building component, not �s 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 pp //�� �{ • Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IY1� IPi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see , ANSbTPII Duality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suhe 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty PlyT22087837BROWNRESIDENCE_DAVE55 ;Truss Jack -Open 3 1 Job Reference o tional Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 302020 Mirek Industries, Inc. Mon Dec 7 06:58:50 2020 Page 1 ID:pSPp3pgOlbzjXg3tmQB8DtyFw9F-uD_dkkTi3yjYijzNecwjuPjWlTaknv6lclMU?FyBR1 p -1.4.0 5-0-0 1-" 5-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25- TC 0.39 TCDL 10.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC20201TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=106(LC 12) Max Uplift 3=-64(LC 12), 2=131(LC 12) Max Grav 3=119(LC 1), 2=307(LC 1), 4=92(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:15.0 i 5.0-0- 5-D-0 DEFL. in (ioc) Udef! L/d-01-ATES GRIP Vert(LL) -0.03 2-4 >999 240 MT20 244/190 Vert(CT) -0.05 2-4 >999 180 Horz(CT) -0.00- 3 n/a n/a Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0 D. oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 4-11-4 zone;C-C for members and forces & AWN. FRS -for reactions shown; Lumber DOL=1.60 plate grip-DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown -covers rain loading requirements speck to -the use of this truss component. 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_alLareas where-a_rpctangle 3-6-01allby 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 64-Ilwpliftat joint 3 and 131 lb uplift at joint 2. December 7,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �b 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 MiTew 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, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087836 BROWNRESIDENCE_DAVE IA7 Jack -Open 24 1 Job Reference (optional) r�UlloerS I-Irst5OUrCe (JaCKsonvflle, hL), JaCKSOnviiie, rL -JZZ", n W 8.431.1 5 r4DV'3U CUGU Nil r eK InoUSirlee, Inc. Mon Uec / uo:oc:ou Lulu rage I ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-uD_dkkTi3yjYijzNecwjuPjQ?TWvnv6lclMU?FyBR1 p 7-0-0 7-0-0 Scale = 1:20.0 2X4 = 4 LOADING (psf) SPACING 2-D--D- CSI. DEFL. in (loc) Udefl Ud- TCLL 20.0 Plate Grip DOL 1.25 TC -0-80 Vert(LL) -0:11 2-4 >695 240 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.23 2-4 >347 180 BCLL 0.0 -Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 We We BCDL 10.0 Code FBC2020lrP12014 I Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=136(LC 12) Max Uplift 3=-104(LC 12), 2=142{LC 12) Max Grav 3=185(LC 1), 2=381(LC 1), 4=132(LC 3) FORCES. (lb) -Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20- 244/190 Weight: 24 lb FT = 20% -BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; VuB=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft;B=451; L=24ft eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional)-.tnd-GC Exterior(2E)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 6-11-4 zone;C-C for membersand forces & MWFRS for reactions shown; Lumber DOL=_1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying -applied roof live load shown covers rain -loading requirements specific to the use of this truss component. 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 beeadesigned-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 hottom.chor and! any other -members. 5)-Referto-gt, dar(s) for truss to truss -connections. 6) Provide mechanical -connection (by others) of truss to bearinig-plate c-apable of withstanding 104 lb upliftat joint3 and =142-lb-uplift at joint 2. December 7,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. W19/2020 BEFORE USE. Design valid for use onlywith NITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �k a truss system. Before use, the building designer must vedy the applicability ofdesign parameters and properly incorporate this design into the overall RAA 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 ANSVTPll Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job sTruss Type Qty Ply T22BROWNRESIDENCE_DAVE ;Ss Diagonal Hip Girder 2 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 06:58:51 2020 Page 1 ID:pSPp3pgOlbzjXg3tmQBBDtyFw9F-MPX?x4UKgFsPJtYZCJRyRdGikty3WMMRry6l XhyBR1 o -1-10-10 4-2-3 1-10-10 4-2-3 li Scale: 1"=1' 2x4 = LOADING (psf) -SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0-.03- 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc pudins. BOT CHORD 2x4 SP No.2 HOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-6-1, 4=Mechanical Max Horz 2=75(LC 8) Max Uplift 3=-30(LC 8), 2=-195(LC'8) Max Grav 3=79(LC 1), 2=285(LC 28), 4=54(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer-/-Project-engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 -wfll_ft 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 30 lb uplift at joint 3 and 195 lb upiifi at joint-2- 7) "NAILED" indicates 3-10d (0.148"x7) or 2-12d (0.448"x3.25") toe -nails per NDS guidlines. 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) Vert: 1-3=60, 2-4=20 Concentrated Loads (lb) Vert: 5=77(F=37, B=40) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall 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 fabdcalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Saretylntdrmadon available from Truss Plate Institute, 2670 Crain Highway, Sufe203 Waldorf, MD 20601 December 7,2020 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 ob Truss Truss Type Qty Ply T22087840 BROWNRESIDENCE_DAVE IBA Diagonal Hip Girder 2 1 Job Reference (optional) Guilders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MTek Industries, Inc. Mon Dec 7 06:58:52 2020 Page 1 ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-rb508PVybZ Gx171m1yE_gpt2HH3Fpcb4crb,47yE1R1n 1-10-10 4-2-3 1-10-10 4-2-3 1 Scale: V=1' 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 10.0 Lumber DOL 1.25 BC 0.21 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC20201TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0.8-0, 4=Mechanical Max Harz 2=75(LC 8) Max Uplift 3=-29(LC 5), 2=-204(LC 8), 4=-2(LC 17) Max Grav 3=73(LC 1), 2=287(LC 28), 4=53(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except -when shown. DEFL. in (loc) Jdefl Ud PLATES GRIP -Vert(L-L) -0.02 2-4 >999 -240 MT20 2441190 Vert(CT) -0.02 2-4 >999 180 -Horz(CT) -0.00 3 We n/a Weight: 16 lb FT = 20% BRACING - TOP -CHORD Structural wood sheathing directly applied or 4-2-3 no puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0-oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying_ applied roof live load shown covers rain loading requirements -specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf,bottom chord live load nonconcurrentwjthany-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 beadrig-�,ate=capable of withstanding 29 lb uplift at joint 3, 204 lb uplift at joint 2 and.2 lb uplift'at joint 4. 7) "NAILED" indicates-3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS-guldlines. 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) Vert: 1-3=60, 2-4=20 Concentrated Loads (lb) Vert: 5=84(F=42, B=42) UllftJ�� `�.oPQL�IN vF� fi �.` G . N No 6,, 1,4. :•.: JkOF z:PE N0:6818P . Fmpa; FL 33610; December 7,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not �k 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 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 ANSUTPII Qualify Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T220B7841 BROWNRESIDENCE_DAVE 56 Diagonal Hip Girder 2 1 Job Reference (optional) OUnae5 rirSMOUrce tJacKSonvllle, r•L/, JECK5onv111e, rL - 3LL'{'f, 0 2x4 = '"Ju s Nov dU zuzu MI I eK mausines, Inc. mon UBc t ub:oo:75 zuzu rage i ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-JofmMlVaMt67ZBiyKkTQ W2Ly6gZe_GskJGb8cayBR1 in 7-0-2 3-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 -Plate-Grip DOL 1.25 TC 0.74 Vert(LL) -0.13 2-4 >626 240 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.21 2-4 >386 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=105(LC 8) Max Uplift 3=-85(LC 8), 2=-246(LC 8), 4=-23(LC 4) MaxGrav 3=175(LC 1). 2=402(LC 28), 4=118(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.3 Y ` PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-O.ocbracing. -NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. It; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building -Designer / Project engineer responsible for verifying applied roof live -load shown covers rain loading requirements specific to the use of this -truss -component. 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 Mill fit between the bottom chord and any other-members,- 5) Refer to airder(s) for truss totruss connections. 6) Provide mechanical connectiolr(by-others) of truss to bearing plate capable of withstanding 85 lb uplift at joint-3, 246 lb uplift -at joint -2 and 23 lb uplift -at -joint--- 7) "NAILED" indicates 3-10d (0.148_'x3") or 2-12d (0.148"x3.25") toe -nails per NOS guidlines. 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 (plo Vert: 1-3=60,-2-4=20 Concentrated Loads (lb) Vert: 5=84(F=42, B=42) 6=-59(F=29, B=-29) rYV ViR�lBG t�i �-.w:i� r 0F ". �lf�rr�Ea�TA falez PE No.68182 . 4,:Inc. Ft-Cerf:6634 k6 East 81vd :Tampa FL 3361Q; December 7,2020 ®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with M7ek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not �k 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 andlor chord members only. Additional temporary and permanent bracing MiTele 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 ANSUTP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sarety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 (. Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087842 BROWNRESIDENCE_DAVE W Diagonal Hip Girder 4 1 Job Reference (optional) Puilders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 06:58:54 2020 Page 1 ID: pSPp3pg01bzjXg3tmQBBDtyFw9F-n_DBZ5WD7AE_AKHBtS_f3FuDX4gWjdEtXwKiBOyBR11 1-10.10 5-2-9 9-10-1 1-10.10 5-2-9 4-7-8 ' Scale = 1:22.3 Id _ LX4 I I —_5 2x4 — NAILED NAILED NAILED 3x6 N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP- TCLL 20.0 Plate Grip DOL 1.25 TC 0.38- - Vert(LL) -0.06 6-7 >999- 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.11 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-S Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-7-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 6=Mechanical Max Horz 2=135(LC 8) Max Uplift 4=-60(LC 8), 2=-317(LC 8), 6=-174(LC 8) Max Grav 4=114(LC 1), 2=560(LC 28), 6=420(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=978/361 BOT CHORD 2-7=-412/885, 6-7=412/885 WEBS 3-7=-136/306, 3-6=937/436 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft;B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rainJoadjng requirementsspecific to the use of this truss component. 3) Tra 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 60 lb uplift at joint 4, 317 lb uplift at joint 2 and 174 lb uplift at joint 6. 8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) 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) Vert: 1-4=60, 2-5=20 Concentrated Loads (lb) Vert: 8=B4(F=42, B=42) 9=59(F=-29, B=-29) 10=217(1`=-108, B=10B) ���PpUttd t V�♦ , vet', E N St i NQ 6$1'82= OF Pampa l_ 33.610 December 7,2020 WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with Mi rek® connectors. This design is based only upon parameters shown, and is for an individual building component; not �k 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 NiiTek' 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 ANSUTP/f quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Saferylnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22067843 BROWN RESIDENCE_DAVE R01 Hip Girder 1 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 06:5B:55 2020 Page 1 ID: pSPp3pg01bzjXg3tmQBBDtyFw9F-FAnWnRXruUMroUsKR9WubTRMOUFISBD1 ma4FgSyBR1 k 1 4-0 5-0-0 7-10-0 12-6-0 1-0 0 5-0-0 2-10-0 4-8-0 NAILED 4x8 = NAILED 8 9 NAILED 4x4 = Scale = 1:23.3 3x4 = — 3x4 = Special Special LOADING (PSI SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.04 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.07 2-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix-S Weight: 51 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 5=0-4-0, 2=0-8-0 Max Horz 2=56(LC 24) Max Uplift 5=295(1-C 8), 2=384(`LC 8) Max Grav 5=81O(LC 1), 2=919(LC 1) FORCES. (lb) - Ma,. Comp./Max. Ten. - All forces 250 (lb)-c. less except when shown. TOP CHORD 2-3=15631585, 3-4=1392/576, 4-5=1557/594 BOT CHORD 2-7=-481/-1367, 6-7=-487/1389;rs--E-- 492/1369 VUEBS. 3-7=-91/325, 4-6=99/361 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp B; Encl., GCpi=O-18;1MWFRS (directional); LumberIDOL=1.6D_olate grip DOL=1,.60 3) Building Designer / Project engineer responsible for verifying applied roof live load -show rcovelrrain loading requirements specific theuse of this truss component. 4) Provide adequate drainage toprevent—waterponding. 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 295 lb uplift at joint 5 and 384 lb uplift at joint 2. 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 232 lb down and 145 lb up at 5-0-0, and 232 lb down and 145 lb up at 7-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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) Vert: 1-3=60, 3-4=60, 4-5=60, 2-5=20 Concentrated Loads (lb) Vert: 3=-59(F) 4=-59(F) 7=232(F) 6=232(F) 9=59(F) 10=-26(F) December 7,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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 �k a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall design. Bracing indicated is to buckling of individual truss web antl/or chord members. only. Additional temporary and permanent bracing Mew building prevent 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 ANSUTPII Duality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safetylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087844 BROWNRESIDENCE_DAVE R02 Common 2 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL-32244, 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 06:58:55 2020 Page 1 ID:pSPp3pgOlbzjXg3tmQBBDtyFw9F jMLu_nYTeoUiQeRW?t176gzVpubbBctA?EpoDvyBR1j -1-4-0 6-5-0 12-6-0 1-4-0 6-5-0 6-1-0 Scale = 1:22.4 445 = 3x4 = LOADING- (psi) SPACING- 2-0-0 CSI. TCLL 20:0 Plate Grip DOL 1.25 TC 0.52 TCDL 10.0 Lumber DOL 1.25 BC 0.42 BOLL 0.0 Rep Stress Incr YES WB 0.11 BCDL 10.0. Code FBC2020/TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 , BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=0-4-0, 2=0-8-0 Max Horz 2=69(LC 11) Max Uplift 4=-125(LC 12), 2=219(LC 12) Max Grav 4=473(LC 1), 2=591(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=729/396, 3-4=727/409 BOT CHORD 2-5=-285/598, 4-5=285/598 WEBS 3-5=0/290 3x4 = DEFL. in (loc) Vdefl Ud- PLATES GRIP Vert(LL) -0.03 2-5 >999 240 MT20 244/190 Vert(CT) -0.08 2-5 >999 180 Horz(CT) 0.01 4 n/a n/a Weight: 45 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-1 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit _1.60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-11 to 1-7-5, Intedor(1) 1-7-5 to 6-5-0, Ezterior(2R) 6-5-0 to-9Z- 0, interior(1) 9-5-0 to 12-4-0 zone;C-C for membersand-forces & MWFRS-for reactions -shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 20.0psf 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. -__ v _� ..w •-_-==: . 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 Ito uplift at joint 4 and 219 lb uplift at -joint-2. Ia December 7,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51912020 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 �k a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall i building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mew 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?PN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 _ Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087845 BROWNRESIDENCE_DAVE R03 COMMON GIRDER 1 n L Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MITek Industries, Inc. Mon Dec 7 05:58:57 2020 Page 1 ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-BZvHC7Z5P5cZ1 o?jZaYMhuWkSlgBwx9KDuZMILyBR1 i -1-4-0 2.6-14 4-5-15 6-5-0 B-4-1 10-3-2 12-" Fa 1-4-0 214 1-11-1 1-11-1 1-11-1 1-11-1 2-2-14 Scale = 1:23.6 - Ia 3x4 = ZX4 II 95M = b= = LUSZ6 ZX4 II 3X6 = LOADING (psf) TCLL 20.0 TCDL 10.0_ BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020,rrPI2014 -CSI. TC 0.27 BC 0.85- WB 0.62, Matrix-S DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Udefl Ud -0.06 10-11 >999 240 -0.11 10-11 >999 180 D.03 B n/a n/a PLATES GRIP MT20 244/190 Weight: 147 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 8=0-4-0, 2=D-8-0 Max Harz 2=69(LC 24) Max Uplift 8=1090(LC 8). 2=703(LC 8) Max-Grav 8=3622(LC 1), 2=2094(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4090/1223, 3-4=4358/1363, 4-5=4500/1443, 5-6=-4501/1443, 6-7=6104/1907, 7-B=-6614/2004 BOT CHORD 2-13=1083/3680, 12-13=-1083/3680, 11-12=1205/4010. 10-11 =1 709/5629, 9-10=-1773/5900, B-9=1773/5900- WEBS 5-1-1 =-! 03ZG256, 6-11=2043/629, 6-10=-562/1916, 7-10=327172, 7 9=170/672, 4-11=-282/305, 4-12=296/188, 3-12=176/396 NOTES- 112=ply truss to be connected-togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc Bottom chords connected as follows: 2x6 - 2 rows staggered at 04-0 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 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 20.0psf 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1090 lb uplift at joint 8 and 703 lb uplift at joint 2. 9) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 14-10dxl 1/2 Truss) or equivalent at 7-0-12 from the left end to connect truss(es) to back face of bottom chard. 10) Use Simpson Strong -Tie LUS26 (4-1 Od Girder, 4-1 Od Truss) or equivalent spaced at 2-D-0 oc max. starting at 9-0-12 from the left end to 11-0-12 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 160Ib14 SAGafteStandard IQU l NO 681$2 December 7,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5i19/2020 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 �k 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 MiTew 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/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087845 BROWNRESIDENCE_DAVE R03 COMMON GIRDER 1 Job Reference (optional) Builders FirstSource (Jacksonville, FILL Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 06:58:57 2020 Page 2 ID:pSPp3pgOlbzjXg3tmQBBDtyFw9F-BZvHC7Z5P5rZ1 o?jZeYMhuWkSlgBwx9KDuZMILyBR1 i LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=60, 5-8=60, 2-8=2D Concentrated Loads (lb) Vert; 14=-2493(B) 15=-1080(B) 16=1080(B) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �s a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p p ■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 e�' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the V9�T fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Duelfty Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply T22087846 BROWNRESIDENCE DAVE 04 Hip Girder �Qty 1 1 Job Reference (optional)' Builders Firstbource (Jacksonville, FL), Jacksonville, FL - 3ZZ44, 0.4,JU s NOV dU ZUZU IVII I eK Inausirles, Inc. Mon uec i Uo:a6:Oo Zulu rage -, ID:pSPp3pg01bzjXg3tmQB8DtyFw9F-flTfPTZAPkQfyav6H3bD53p?hF6fONTSYIvHnyBR1 h -1-4-0 , 3-9.14 7-0-0 11-10-15 , 16-B-1 , 21-7-0 24-7-4 27-11-0 , 1 4 D 3-9-14 3-2-2 4-10-15 4-9 3 4-10-15 3-0 4 3 3 12 Scale = 1:49.1 NAILED NAILED NAILED 5x8 = NAILED NAILED NAILED 3x4 = NAILED 2x4 II NAILED 5x8 = 5.o0 12 3 13 14 4 15 16 17 5 18 19 20 21 6 3x10 i 22 23 24 10 25' ' 26 27 -28 29 30 31 2x4 11 NAILED 4x4 = 6x12MT20HS = 5x8 = NAILED 2x4 II LUS26 LUS26 5x8 = Special NAILED NAILED NAILED NAILED NAILED LUS26 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSI. TC 0.67 BC 0.55 WB 0.62 Matrix-S DEFL. in Vert(LL) -0.24 Vert(CT) -0.47 Horz(CT) 0.09 (loc) I/del Ud 9-11 >999 240 9=11 >704 180 7 n/a n/a PLATES IdT20 MT20HS Weight: 149 lb GRIP 2441190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7-2-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 7=Mechanical, 2=0-8-0 Max Horz 2=77(LC 7) Max Uplift 7=-832(LC 8), 2=846(LC 8) Max Grav 7=2513(LC 1), 2=2315(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5005/1736, 3-4=-5778/2018, 4-5=5581/1919, 5-6=5582/1919, 6-7=4698/1552 BOT CHORD 2-12=1528/4519, 11-12=-1538/4554, 9-11=1914/5778, 8-9=1355/4245, 7-8=,iz49/4213 WEBS 3-12=-190/695, 3-11=-435/lW4-,4-11=521/266, 4-9=270/138, 5-9=-619/335,1 6-9=539/1635, 6-8=-1151681 NOTES- 1) Unbalanced roof live loads have been -considered for this -design. 2) Wind: ASCE 7-16; Vu@=160mph (3-second gust) Vasd=124mph; TCDL=42psi;-BCDL=3.Ops`;-h=15"=45ft; L=28ft; eave=4ftCat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber-DOL=1.60 plate grip-DOL=1.60 load lcadtn^yreq irements `1*,tI11111:(1��� 3) Building Designer / Project engineer responsible for verifying -applied roof live shown covers rain specific � to the -use -of this truss component. 4) Provide adequate drainage to prevent water ponding. * � �� i►� =+`� E 5) All plates are MT20 plates unless otherwise indicated. ,�� • Y•• . 6j This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • O 68 82: 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) Refer to girder(s) for truss to truss connections. 9) Provide others) of truss to bearing capable of withstanding 832 lb uplift at joint 7 and 846 lb uplift at a 70 t; a mechanical connection (by plate joint 2. Truss, Single Ply Girder) 2-0-0 starting at .'�3 S A F 0 10) Use Simpson Strong -Tie LUS26 (4-1OdGirder, 3-1 Od or equivalent spaced at oc max. 23-0-12 from the left end to 27-0-12 to connect truss(es) to front face of bottom chord. i lumber. 11) Fill all nail holes where hanger is in contact with "NAILED" 12) indicates 3-1 Od (0.148"4") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. !y cS �► C� N A 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 524 lb down and 27B lb up at j1,0 1Ati1�, 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Joaqu)o:VBIeZ PE ND:68f82, _ MTekU%, Inc. Fl-tert 6fi34.,: LOAD CASE(S) Standard '£904 Parke East,Blvd. Tampa FL 336.10 Date;: December 7,2020 ;ontinued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 Nil' at russ system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall pp� T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV A(IPi • 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 ANSUTPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087846 BROWNRESIDENCE DAVE R04 Hip Girder 1 1 Job Reference(optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 5.430 s Nov 30 2020 MTek Industries, Inc. Mon Dec 7 06:58:58 2020 Page 2 ID:pS Pp3pgOlbzjXg3tmQBBDtyFw9F-flTfPTZjAPkQfyav6H3bD53p?hF6fONTSYIvHnyBR1 h LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-6=60, 6-7=60, 2-7=20 Concentrated Loads (lb) Vert: 3=125(F) 12=524(F) 13=-125(F) 14=-125(F) 15=125(F) 17=125(F) 18=-125(F) 19=125(F) 21=125(17) 22=-46(F) 23=-46(F) 24=46(F) 25=-46(F) 26=46(F) 27=-46(F) 28=46(F) 29=227(F) 30=-227(F) 31=-230(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use ontywith MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �tl 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 MITP.�• 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 ANSUTP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safetylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087847 BROWNRESIDENCE_DAVE 05 Hip 1 1 Job Reference (optional) Idulloers FIrSt50UfCe (Jacksonville, FL), JacKSonvllle, FL - 3ZZ44, CAOU S NOV ou LULU w11 I en IfluuNLItus, ulc. onurl ueo 1 —Do— 4— rdye I ID:pSPp3pgOlbzjXg3tmQBBDtyFw9F-7xO1 cpaLxjsHH695g?agmJb205Vv2OxbdhC2TgDyBRlg 14-0 5 8 13 9-0-0 14-3-B 19-7-0 22-10-2 27-11-0 1 4-0 5-113 3-3.3 5-3-8 5-3 8 3-3 2 5-0-14 4x8 = 2x4 II 4x8 = 4 15 165 17 18 6 Scale = 1:49.3 3x4 i " 4x4 II 3x4 = 5x12 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSh TC 0.43 BC 0.89 WB 0.18 Matrix-S DEFL. in (oc) Vdefl Ud Vert(LL) -0.19 2-12 >999 240 Vert(CT) -0.41 2-12 >805 180 Horz(CT) 0.08 9 n/a n/a PLATES GRIP MT20- 244/190 Weight: 137 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-5 oc bracing. WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 - 2-7-15 REACTIONS. (size) 9=Mechanical, 2=0-8-0 Max Horz 2=96(LC 11) Max Uplift 9=299(LC 12), 2=386(LC 12) Max Grav 9=1100(LC 1), 2=1210(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2207/759, 3-4=-1942/668, 4-5=2036/756, 5-6=-2036/756, 6-7=-1892/660, 7-9=2099/722 BOT CHORD 2-12=-641/1957, 11-12=-4B7/1762, 10-11=-477/1732, 9-10=-593/1842 WEBS 3-12=-256/188, 4-12=-55/390, 4-11 =1 52/430, 5-11 =-358/1 8-% 6-11=-152/464, 6-10=-34/328 NOTES- 1) Unbalanced roof live loads have -been considered for this design. 2) CE ,GCpi'0.18; 59-0-0, IIUExp BS En I MPWFRS (directional) and C-C4Exterior(2E)-1-4-11 to 1-7-5, In esior(1) 1-7 5 t Extero (2R-)-9-0-0 to 13-2-15, Interior(1) 13-2-15 to 19-7-0, Exterior(21R) 19-7-0 to 23-9-15, Interior(1) 23-9-15 to 27-11-0 zone;C-C for members and�,1 �� •*� E Nrs forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ♦;. % 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck �� NO tEl 82y. to the use of this truss component. - 4) Provide adequate drainage to prevent water ponding.' 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. 0'F 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 Ib uplift at joint 9 and 386 lb uplift at ��,,t+,�: ©Q .', joint 2. .� Tmpa FL 33610, December 7,2020 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mew, ew 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/rPlt Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Piy T22087848 BROWNRESIDENCE DAVE R06 Hip 2 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MiTek Indust; ies, Inc. Mon Dec 7 06:59:00 2020 Page 1 ID: pSPp3pgOlbzjXg3tmQBBDtyFw9F-cBaPg9bziO-7uFklEi53IWBBZVxA7MfmwsnOMgyB Rif 1-4-0 5-9-14 11-0-0 17-7-0 22-7.4 27-11-0 1-0-0 5-9-14 5-2-2 6-7-0 5-D-4 5-3-12 4x8 = 4x6 = 1617 18 5 Scale = 1:49.3 m Id 3x4 13 1L 1U s 4x4 �I 2x4 I 3x4 = 3x4 = 3x8 = 2x4 Plate Offsets (X,Y)- [2:0-3-0,0-1-8j,[4:0-5-4,0-2-0],[8:0-2-1,0-0-11) LOADING (psf) SPACING- 2-0-0 CSL -DEFL. in (loc) I/defl L/d PLATES -GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.10 12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -023 10-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT)- 0.08 8 n/a n/a BCDL 10.0 Code FBC20201rP12014 Matrix-S Weight: 139 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-8 Dc bracing. WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3-t 2-9-10 REACTIONS. (size) 8=Mechanical, 2=0-8-0 Max Horz 2=115(LC 11) Max Uplift 8=-299(LC 12); 2=386(1_C 12) Max Grav 8=1100(LC 1_), 2=121O(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2266/746, 3-4=-1772/637, 4-5=1577/615, 5-6= 1751/630, 6-8=-2148/709 BOTCHORD 2=13=-631/2009, 12-13=-631/2009, 1D-12=-442/1588, 9-10=583/1B90,8-9=583/1890 WEBS 3-12=483/209, 4-12=-54/390, 5-10=47/362, 6-10=376/174 NOTES- 1) Unbalanced -roof live loads have-been-considered-forthisdesign- -2) Wind: ASCE 7-16; VulYiBOmph (3-secood-gusted=124mph-TCDL-=44sf;BCDL=3.Opsf; h= I'5n; B=45ft; L=28ft; eave=4ft; Cat. ih, Exp B; Enci , GCpi=0.-18 '`IWFRS-(directional) and-C-C Extedor(2E)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 11-D-0, Exterior(2R) 11-0-0 to 15-2-15, Interior(1) 15-2-1510 17-7-0, Exterior(2R) 17-7-0 to 21-9-15, Interor(^)-21-9-15 to 27-11-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for 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 299 lb uplift at joint 8 and 386 lb uplift at joint 2. .vk lit E,N ­V R 68-182 December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 �k a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall pR /� i building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Itll��e�• 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 ANSf?P11 Quality Criteria, DSB-89iand BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jot; Truss Truss Type Qty Ply T22087849 BROWNRESIDENCE_DAVE R07 Hip 1 1 Job Reference (optional) tdUnaers rlrstbource tJaCKSonviiie, t-L), JacKsonWne, rL - 6ZZ44, 6.46U s Nov au Gu" Pill I eK inuustnes, Inc. Mon uec / uo:oa:u-i zuzu rage -i ID:pSPp3pgOlbzjXg3tmOB8DtyFw9F-4KBn1 UccTK6_WPJUoQclrkgN7vGmsmjv8WXZuByBR1 e 1 4 0 6-7-3 12-2-0 16-5-0 21-11-14 27-11-0 1-4-0 6-7-3 5-6-13 4-3-0 5- -14 5-11-2 �1 Scale = 1:49.3 4x8 = 4x6 = 4 16 17 5 3x4 � 11 - = V 4x4 3x4 II 2x4 II 3x4 = 3xB = 2x4 II 6-5-0 Ia LOADING (pst) TOLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrPI2014 CSI. TC 0.48 BC 0.62 WB 0.46 Matrix-S DEFL. in (too) I/deft- Lid Vert(LL) -0.10 12 >999 240 Vert(CT) -0.21 12-13 >999 180 Horz(CT) 0.08 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 142 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-15 oc bracing. WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 A 3-1-10 REACTIONS. (size) B=Mechanical, 2=0-8-0 Max Horz 2=126(LC 11) Max Uplift 8=-299(LC 12). 2=386(LC 12) Max Grav 8=1100(LC 1), 2=1210(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2244/739, 3-4=-1655/612, 4-5=1467/595, 5-6=-1645/605, 6-8=-2140/706 BOT CHORD 2-13=-619/1987, 12-13=619/1987, 10-12=-402/1469, 9-10=-579/1889, 8-9=579/18R9 WEBS 3-13=0/267, 3-12=594/245, 4-12=80/376, 5-10=-78/349, 6-10=-499/213 NOTES- 1) Unbalanced-roof-liveloads-havebeen considered for this design. 2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. ij; Exp B; Encl., GCpi=0.18; MWFRS (directionai)-and C-C Exterior(2E)=1-4-11 to 1-7-5, Interior(1) 1-7-5 to 12-2-0, Extedor(2E) � 12-2-0 to-1-6=&D, Exterior(2R) 16-5-0 to 20-7-15, Interior(1) 20-7-15 to 27-11-0 zone;C-C for members and forces & MWFRS for ,�1A V fr 'V�A Zyy reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 O�C� 3) Building Designer I Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific F �•; to the use of this truss component. �� ` •� L` . 4) Provide adequate drainage to prevent water ponding. + O 6$1 ai. 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 299 lb uplift at joint 8 and 386 lb uplift at joint 2. December 7,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �k 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i MiTek' prevent 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 ANS11 Pl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087850 BROWNRESIDENCE_DAVE ROB Roof Special 1 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30.2020 MiTek Industries, Inc. Mon Dec 7 06:59:02 2020 Page 1 ID:pSPp3pgOlbzjXg3tmQBBDtyFw9F-YWi9FgcEEeErBZugL78XOxDVpJZVb7d3NAG7QYyBR1d 14-9-0 14-5.0 -1-4-0 7-4-14 14.2.0 1 8 1&1-5 2%9-6 2410.3 27-11-0 1.4-0 7-4-14 6-9-2 Hilt 3-45 3-8-1 3-413 3-0.13 Scale = 1:52.8 r 0-1-8 0-4-0 4x6 II 5.00 12 2x4 II 3x4 i 1/ 16 3x8 = 2x4 II 7-4-14 14 9-0 i18 1 5 21-9 6 24 t0-3 27-11-0 7-4-14 7-4-2 3 4-5 3-&1 3-0.13 3-0.13 - Plate Offsets (X,Y)-[2:0-3-0,0-1-81,[3:0-3-0,0-3-01,[7:0-5-8,0-3-01,[14:0-2-4,0-2-41,[17:0-3-8;0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 TCDL 10.0 Lumber DOL 1.25 BC 0.71 BCLL 0.0 Rep Stress Incr YES WB 0.86 BCDL 10.0 Code FBC202OrrPI2O14 Matrix-S LUMBER - TOP CHORD 2x4 SP ND2 BOT CHORD 2x4 SP No2`Except* 10-14: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 9-11.7-11: 2x4 SP No.2 REACTIONS. (size) 10=0-8-A 2=0-8-0 Max Horz 2=135(LC 12) Max Uplift 10=-299(LC 12), 2=375(LC 12) Max Grant 10=1109(LC 1), 2=1219(LC 1) DEFL. in- (loc) Udefl Ud -PLATES GRIP Vert(LL) -0.33 12-13 >999 240 MT20- 2441,90 Vert(CT)- -0.67 12-13 >493 180 Horz(CT) 0.16 10 n/a n/a Weight: 152. lb -FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc-purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-15 oc bracing. Except: 10-0-0 oc bracing: 14-16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-2222/691, 3-4=-2417/838, 4-5=-2354/902, 5-6=-326011169,-6-7=-3231/1093, 7-8=-3207/1077, 8-9=3207/1077, 9-10=1035/369 BOT CHORD 2-17=-693/1961, 13-14=-620/1929, 12-13=-1884/5635, 11-12=-1875/5626 WEBS` 3-17=-509/272, 6-13=-274/189, 7-13=2743/929, 5-13=541/1500, 5-14=373/941, 14-17=-727/2039, 3-14=-18/278, 9-11=10651W78r7-11=2516/829_ NOTES= 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph-(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. Il; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 14-3-8, Exterior(2R) 14-3-8 to 17-3-8, Interior(1) 17-3-8 to 27-9-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 299 lb uplift at joint 10 and 375 lb uplift at joint 2. U �I No 6.81'g2 y n December 7,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MirekS 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 pp /�� q��k• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Itlf is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . (i fabrication, storage, delivery,erection and bracing of trusses and truss systems, see ANSIITP11 Qualify Crfteda, DSB-89 andBCS/ Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply T22087851 BROWNRESIDENCE DAVE PnIr's Roof Special 1 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 06:59:03 2020 Page 1 ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-OjGYSAds?xMiljTtvrfmw9mfSiuhKaYCcgOgz_rBR1 c -1-07-5-10 143-8 1¢0 9 3-033 7-0.11-0 1 2 N1-040.14-137-5-10 6-9-14 O, 5.00 12 2x4 Scale = 1:51.6 5x$ 11 0 N 3x4 i 14 1d 3x8 = LOADING (psf) SPACING- 2-0-0- TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 I Code FBC2020rrP12014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 5-6: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 9=0-8-0, 2=0=8-0 Max Horz 2=165(LC 12) Max Uplift 9=-302(LC 12). 2=371(LC 12) Max Grav 9=1109(LC 1). 2=1219(LC 1) 2x4 11 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.75 Vert(LL) -0.26 10-11 >999 240 MT20 244/190 BC 0.78 Vert(CT) -0.54 10-11 >609 180 WB 0.88 Horz(CT) 0.14 9 n/a n/a Matrix-S Weight: 151 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-7-14 oc bracing. Except: 10-0-0 oc bracing: 11-13 FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2220/681, 3-4=-2424/843, 4-5=2335/891, 5-6=-4201/1438, 6-7=-3681/1219 BOT CHORD 2-14=71-6/1959, 10-11=666/1950, 9-10=771/2165 WEBS 3-14=518/283,6r10=-4661/693, 7-1O>489/1654, 7-9=2289/831, 11-14=753/2052, - 3-11==34/28B, 5-11=-339/905-,­5­1O-756/2314 I NOTES- -1) Unbalanced roof live loads have -been considered -for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust)-basd= r24mph; TCDL=4.2psf;-BCDL=3.Opsf; h=15it B=45ft; L=28ft; eave=oft; Cat. II;-Exp-B, Encl., GCpi_0.18; MWFRS (directional) and C-C Exterlor(2E) -1-4= i1-to 1-7-5, Interior(1) 1-7-5 to 14-3-8, Exterior(2R) 143-8-to 17-3-8, Intedor(1) 17-3-8 to 27w9-4 zone;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 302 lb uplift at joint 9 and 371 lb uplift at joint 2. December 7,2020 & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bp fVli i ilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mew 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 ANSVTPI1 Quality Criteria, OSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Thus Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 1 Tampa, FL 36610 Job s Truss Type Qty Ply ;,so T22087852 BROWNRESIDENCE DAVE Roof Special 1 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 06:59:04 2020 Page 1 ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-UvgwgWeUmFUZNt23TYA?TMIr96Fr32RMrUIDVRyBR1 b 1� 0 7-5-10 143-8 1 9 0 17-95 22 4-3 2611-0 7-11 1-0-0 7-5-10 6-9-14 0. 3-05 4-6-13 4-113 -0-0 46 = 5.00 12 ' 2x4 11 3x4 � 17 16 '- 3x8 = 2x4 11 20 Scale = 1:52.9 A d O d A LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020lrP12014 CS1. TC 0.69 BC 0.72 WB 0.78 Matrix-S DEFL_.. in Vert(LL) -0.18 Vert(CT) -0.36 Horz(CT) 0.11 (loc) Udefi Ud 15 >999 240 15 >920 180 10 n/a n/a PLATES GRIP MT20 244/190 Weight; 162 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid Ceiling directly applied or 6-0-0 oc bracing. Except: 10-0-0 oc bracing: 14-16 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=182(LC 12) Max Uplift 2=369(LC 12), 10=305(LC 12) Max Grav 2=1219(LC 1), 10=1109(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2220/682, 34=2419/854, 4-5=2355/917, 5-6=3129/1137, 6-7=19531708, 7-8=-1953/7OB, 8-9=-482/177, 9-10=11081398 BOT CHORD 2-17=-732/1958, 13-14=-681/1931, 12-13=-980/2804, 11-12=142/394 WEBS 3-17=515/288, 6-13=-924/388, 14-17=768/2040, 3-14=43/284, 5-14=-383/946, 5-13=-482/1374, 7-12=-308/173, 6-12=974/334, 8-11=852/3(38, 8-12=-629/17B4, 9-11=-372/1010 NOTES- I 1)-Unbalanced roof iiveioads have been considered for this -design. 2)-Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Ezterior(2E)-1-4-11 to 1-7-5,_Interior(1) 1-7-5 to 14-3-8, Exterior(21R) 14-3-8 to 17-3-8, Interior(1) 17-3-8 to 26-11-0, Exterior(2E) 26-11-0 to 27-9-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load -shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 id between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 369 lb uplift at joint 2 and 305 lb uplift at joint 10. Ire No. 681`82 December 7,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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 �t 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 �''t'®�' 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 ANSIITPl1 Duaft Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply T22087853 BROWNRESIDENCE_DAVE 11 Roof Special 1 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 M7ek Industries, Inc. Mon Dec 7 06:59:05 2020 Page 1 ID:pSPp3pgOlbzjXg3tmQBSDtyFw9F-y5Oltsf6XZcQ?1 dF1 FhE?aryfWZZoVgV3BVnl tyBR1 a t5•s-6 " 7.5-10 14-3.8 1 9- 20-4-3 24.11.1 27.11-0 7-5-10 6-9-14 0.5- 4-&13 4.13 3.0.0 1-0.6 Scale = 1:50.5 4x4 = 2x4 II 3 4 4x4 = 3x4 = 3x4 = 15 14- 3x8 = -5-TO- 2X4 II 4x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 -SPAC9NG- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.96 BC 0.88 WB 0.78 Matrix-S DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Vdefl Lid -0.17" 10-11 >999 240 -0.38 10-11 >B56, 180 0.10 9 n/a rile PLATES GRIP MT20 244/190 Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 1 D-D-O oc bracing: 12-14 JOINTS 1 Brace at Jt(s): 12 REACTIONS. (size) 1=D-8-0, 9=0-8-0 Max Horz 1=152(LC 12) Max Uplift 1=285(1_C 12), 9=308(LC 12) Max Grav 1=1112(LC 1), 9=1112(LC 1) FORCES. (lb) - Max.-Comp./Max. Ten. -All forces 250 (lb) or less except -when -shown. TOP CHORD 1-2=2231/706, 2-3=-24241876, 3-4=2351/942, 4-5=2512/947, 5-6=-2270/846, 6-7=921/372, 7-8=1020/376, 8-9=1117/414 BOT CHORD 1-15=-753/1990, 11-12=-690/1947, 10-11=-671/1803 WEBS 2-15=513/295, 5-11=-1085/432, 6-11=132/588, 6-10=1110/444, S-10=381/1119, 12-15=-784/2043, 2-12=42/276,-4-12=411/870,-4-14=317/973 fdOTES- 1)-Unbalanced_roof live loads have been considered for this design 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45fr L-2Bft; eave=4ft; Cat. II; Exp B; Encl., GC—vl=0-18; MWFRS (directional) and C-C Exterior(2E)-0-4-0-to_3-4-0, Interior(1) 3-4-0 to 14-3-8, Exterior(2E) 14-3-8 to 15-9-6, Interior(1) 15-9-6 to 24-11-0, Exterior(2E) 24-"1?-0-to 27-9-4 zone;C-C for membersand forces-&MWFRS for reactions % shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. +` NO: 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 when 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 285 lb uplift at joint 1 and 308 lb uplift aty S ?�c F (jJ.` joint 9. � ;, P �� rmpa. FL 33610 December 7,2020 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 temporary and permanent bracing MUSIC 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 ANSUTPI1 Quality Cdteda, OSB-89 and.BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply BROWNRESIDENCE_DAVE 12 Roof Special 1 1 T22087854 Job Reference (optional) i -••---------- -• - -- -• �.�.w a nw — 414M ry 11 ON II Iu UlUb, Inc. anon uec / Uo:otcuo zuzu rage 1 ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-y501tsf6XZcQ?1 dF1 FhE?aryfWZSoVhV3BVnl tyBR1 a 154-14 7-5-10 143-6 1 9- 19-10.13 24-6-6� 27-11-0 7-5-10 6-9.1445-15 47-11 D-7-14 Scale = 1:51.1 4x4 = 2x4 11 4x4 = 3 4 3x4 = 15 14 3x8 = 2x4 11 3x4 = 44 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.96 BC 0.89 WB 0.78 Matrix-S DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Udefl Lid -0.17 10-11 >999 240 -0.38 10-11 >866 180 - 0,09 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 162 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 10-0.0 oc bracing: 12-14 JOINTS 1 Brace at Jt(s): 12 REACTIONS. (size) 1=0-8-0, 9=0-8-0 Max Horz 1=152(LC 12) Max Uplift 1=-285(LC 12), 9=308(LC 12) Max Grav 1=1112(LC 1), 9=1112(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2231/709, 2-3=2423/879, 3-4=2343/943, 4-5=2398/914, 5-6=218(5/825, 6-7=-972/399, 7-8=1080/402, 8-9=1108/418 QOTCHORD 1--16 75411990, 11-12=-692/1953, 10-11-665/1787 WEBS 2-15=512/295, 8-10=-388/1133, 5-11=1005/403, 4-12=40B/834, 4-11=-291/908, 12-15=-785/2041, 2-12=-43/275,.6-10=1037/416, 6-11=127/535 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-16; Vutr= 88lTlph (3 second gust) Vasd=124mph; TCDL=42psf BCDL=3.0psf; h=15ft; B=45ft. L=28ft; eave=4ft; Cat. II; Exp B; Encl.,-GCpi=0.18; MWFRS-andC--C Extedor(2E) G-4-0 to 3-4-0, Interior(1) 3-4-0 to 14-3-8, Exterior(2E) 14-3-8 ` ♦ U�N �I to 15-4-14, Interior(1) 15-4-14 to 24-6-8, Exterior(2E) 24-6-8 to 27-9-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific �� \; s��•.k. �i to the use of this truss component. ` 41., 4) Provide adequate drainage to prevent water ponding. N O 6B 1'8 Z 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ikJ'; •' 6) 'This truss ;as 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 285 lb uplift at joint 1 and 308 lb uplift at s' OFy joint 9. Pampa. I- 33610 December 7,2020 ® WARNING - Veri(y design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mrrek® 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 for MOW always required 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 ANSM11 Qualify Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20501 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087855 BROWNRESIDENCE DAVE R13 Roof Special 1 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 05:59:05 2020 Page 1 ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-Qlxg4CgklskHr-ACRazCTYnO7Pww8XyveloEKZJyBR1 Z i 7-5-10 143E 14-9-016�1-6 i _ _ _2_0-B-3 25-3- , 27-11-0 , 7510 6-9-14 145 4513 46-13 28-D 4x4 = 2x4 I I 3 3x4 = 15 14 -- 3xB = 2x4 II 4x4 = 44 = Scale = 1:50.6 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2=1 -0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.96 BC 0:79 WB 0.78 Matrix-S DEFL. Vert(LL) Vert(CT) Horz(CT) in (ioc) Vdefl Ud -0.17 -10-11 >999 240 -0.39 10-11 >B50 180 0.10 9 n/a n/a PLATES- GRIP MT20 244/190 Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 12-14 REACTIONS. (size) 1=0-8-0, 9=0-8-0 Max Horz 1=152(LC 12) Max Uplift 1=285(LC 12), 9=30B(LC 12) Max Grav 1--1112(LC 1), 9=1112(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except vitien shown. TOP CHORD 1-2=-22311704, 2-3=2425/873, 3-4=2355/940, 4-5=2609/975, 5-6=-2348/866, 6-7=-870/346, 7-8=961/350, 8-9=-1126/4i0 BOT CHORD 1 .1 5=-752/1990, 11-12=-688/1944, 10-11=-679/1825 WEBS 2 15=514/294, 5-11=1140/450, 6-11=1721648, 6-10=1184/472, 8-10=-375/1107, 12-15=784/2046, 2-1-2=-42/276, 4-12=411/890, 4-11 =33B/l 028 , NOTES- 1) Unbalanced roof live loads have heen-considered for thisdesign- 2) Wind ASCE 7-18; Vul =16omph (3-second-gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Dpsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; EncL, GCpi=O.1B;.MWFRS (directional) and C-C Exterior(2E) 01-0 ;0 3-4-0, Interior(1) 3-4-0 to 14-3-8, Exterior(2E)-14-3=8 to 16-1-6, Interior(1) 16-1-6 to 25-3-0, Exterior(2E}25-3-0 to 27-9-4 zone;C-C for members and forces-8 WRRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 285 lb uplift at joint 1 and 308 lb uplift at joint 9. 33610 December 7,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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 �• IM 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 into buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mew prevent 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 ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safelyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087656 BROWNRESIDENCE_DAVE R14 Roof Special 1 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonvi ft FL - 32244, 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 06:59:07 2020 Page 1 ID:pSPp3pg01bzjXg3tmQBSDtyFw9F-uUV21YgM3At8EKme8gji4?wIBKHCGPEoXS_u6myBR1 Y 7-5-10 14-3-8 1 18-1-6 22-8-3 27-3-2 27-11 7-5-10 6-9-14 0-5 3-4-6 4 6 13 4-6-13 8 Scale = 1:50.4 4x4 = 4x4 3 3x4 = 16 14 '- 3x8 = 2x4 II 2 4 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rTP12014 CSI. TC 0.96 BC , 0.74 WB 0.77 Matrix-S DEFL. in Vert(LL) -0.19 Vert(CT) -0.39 Horz(CT) 0.12 (loc) I/defl Lid 13 >999 240 13 >844 180 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 163 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, BOT CHORD 2x4; SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-5 oc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 14-15 JOINTS 1 Brace at Jt(s): 15 REACTIONS. (size) 1=0-8-0, 9=0-8-0 Max Horz 1=152(LC 12) Max Uplift 1=-285(LC 12), 9=308(LC 12) Max Grav 1=1112(LC 1), 9=1112(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All-forces-250 (lb) or less except when shown. TOP CHORD_ 1-2=2231/699,2-3=2474/875, 3-4=2124/814, 4-5=-21721795, 5-6=-1982/707, 6-7=1982/707 BOT CHORD 1-16=-746/1990, 12-15=793/2199, 11-12=-1025/2922, 10-11=-1023/2925, 9-10=-1�04/259, 3-15=-246/76-2 WEBS 2-16=-539/301, 5-12=4?25/405, 7-9=1091/466, 6-10=303/171, 5-10=-1065/382, 7-10=-670/1946, 4-12=531/1429, 3-12=-813/362, 15-16=770/2034, 2-15=54/309 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=160mph (&secand-gust)_Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf,-I =1B`; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; EncL,.GCpi=0..1B,•_M.VvF_1RS (directional) and C-C Exterior42E) 0-4-0-to 3-4-0, Interior(1) 3-4-0 to 14-3-8, Extedor(2R) 14-3-8 to 17-3-8, Interior(1) 17-3-8 to 27-3-0, Exterior(2E) 27-3-0 to 27-9-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 285 lb uplift at joint 1 and 308 lb uplift at joint 9. Al 11:1 UIN V�Itt z 'i `.,. December 7,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ■■■i 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 IYIj�Pi�• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sulte 203 Waldorf, MD 20601 Tampa,.FL 36610 Job Truss Truss Type Qty Ply T22087857 BROWNRESIDENCE_DAVE N15 Roof Special 1 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MTek Industries, Inc. Mon Dec 7 06:59:08 2020 Page 1 ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-Ng3RVuh?qU??sULgiOExdCTTJdR?rOxl6j ReCyBR1 X 7-5-10 14-3-8 1 9 20.1-6 24-0-3 27-"_o 7-5-10 6-9-14 0.5- 5-0 6 3- 3 3-10-13 4x6 = 3x8 i 3 3x4 = 14 11 3x8 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 8-13: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 8=0-8-0 Max Horz 1=130(LC 12) Max Uplift 1=-288(LC 12), 8=305(LC 12) Max Grav 1=1112(LC 1), 8=1112(LC 1) 2x4 11 Scale = 1:50.2 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TC 0.95 Vert(LL) -0.24 11 >999 240 MT20 244/190 BC 0.74 Vert(CT) -0.50 11 >660 -180 WB 0.84 Horz(CT) 0.16 8 n/a n/a Matrix-S Weight: 132- Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-5-7 oc bracing. Except: 10-0-0 oc bracing: 12-13 WEBS 1 Row at midpt 5-10 FORCES. (Ib) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 1-2=-2231/707, 2-3=-2523/882, 3-4=2156/813, 4-5=2186/777, 5-6=-3905/1298 BOT CHORD 1-14=-727/1990, 10-13=775/2228, 9-10=-13237M59, 8-9=-805/2264, 3-13=302/897 WEBS 2-14=-563/303, 5-10=-2051/692, 5-9=581/273, 4-10=-454/1317, 3-10=-870/374, 13-14=750/2035, 2-13=-58/341, 6-8=2371/858, 6-9=-545/1780 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=l24mph; TCDe=4zps`-BCDL=3,Opsf; tt=1 5ft; B=45ft; L=28ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-O to 3-4-0, Interior(1) 3-4-0 to 14-3-8, Exterior(2R) *3.8 to 17-3-8, Interior(1) Vw&8_to 27-9-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 288 lb uplift at joint 1 and 305 lb uplift at joint B. `�;rrrr r I1811rOIN No 6.81: 82, 1 ST I OF 44 i O T . Joaquin Velez PE No:6ti182 wok,ow!Inc.FLCeit6634; . 6904 Parke:East 81vd'.7amptifl_ 33610 date". December 7,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mrrek® 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 MiTei{. 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?P/1 Quality Criteria, DS9.89 and SCSI Building Component 6904 Parke East Blvd. Sarefylnformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qly Ply T22087858 BROWNRESIDENCE_DAVE N % Roof Special 1 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 M7ek Industries, Inc. Mon Dec 7 06:59:09 2020 Page 1 ID:pSPp3pg01bzjXg3tmQBBDtyFwgF-rtdpjDidbn7sTewOG5mAAQ0ez7xfkJi5_IT AeyBR1W 7-5-10 14-3-8 14-9 0 18-3-5 22-1&& 25A-3 27-11-0 7-5-16 6-9-14 0- 3.6.5 3_ _1 2-10-13 2-10-13 Scale = 1:50.6 4xs II 2x4 II 3 4 3x4 = 15 15 -- 3x6 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate -Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 9-13:2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 8-10,6-10: 2x4 SP No.2 REACTIONS. (size) 1=0-8-0, 9=0-8-0 Max Horz 1=1OB(LC 11) Max Uplift 1=292(LC 12), 9=302(LC 12) Max Grav 1=1109(LC 1), 9=1109(LC 1) 2x4 11 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TC 0.94 Vert(LL) -0.39 11-12 >838 240 MT20 244/190 BC- 0.81 Vert(CT) -0.8011-12 >412 180 MT20HS 187/143 WB 0.78 Horz(CT) 0.18 9 n/a n/a Matrix-S Weight: 149 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-3-15 oc bracing. Except: 10-0-0 oc bracing:13-15 WEBS 1 Row at midpt 6-12 FORCES. (lb) -Max. Comp./M1/iax Tarr- All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2226/719, 2-3=-2352/825r3=4=2282/895, 4-5=-3349/1207, 5-6=-3315/1126, 6-7=3548/1195, 7-8=3548/1195, 8-9=1021/364 BOT CHORD- 1-16=-706/1986, 12-13=-621/1934, 11-12=-21D176264, 10-11-208716244 WEBS 2-16=-479/268, 8-1 0=-1 152/3429, 6-10=-2782/921, 13-16=731/2036, 4-13=387/912, 5-12=296/198, 4-92=-573/1575,12=3276/1110 t4OTES- 1.). Unbalanced roof live loads have been consdered;or--this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf;-BCD! 3.0psf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat._ II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriar(2E) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 14-3-8, Exterior(2R) 14-3-8 to 17-3-8, Interior(1) 17-3-8 to 27-9-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber D0L=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 1 and 302 lb uplift at joint 9. all�lf'lUtft� NJ E.N:S No 68182 r � December 7,2020 ® WARNING - VedN design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/192020 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 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i�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 ANSIITP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 206D1 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087859 BROWNRESIDENCE_DAVE R17 Common 1 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MTek Industries, Inc. Mon Dec 7 06:59:10 2020 Page 1 ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-J3BBwZjFL5Fj5oVDppHPidYpbXEuTuQEDPCYi5yBR1 V 7-6-7 14-3-8 21-0-11 27-11-0 7-6-7 6-9-1 6-9-3 6-1D-5 Scale = 1:46.1 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = 46 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except* 1-8: 2x4 SP No.1 WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 -t 3-7-11 REACTIONS. (size) 1=0-8-0, 6=Mechanical Max Horz 1=135(LC 10) Max_Upfift_1=302(LC 12),-6=302(LC 12) Max Grav 1=1227(LC 17), 6=1225(LC 18) CSI. DEFL. in (loc) Vdefl Ltd PLATES GRIP TC 0.95 Vert(LL) -0.27 1-9 >999 240 MT20 244/190 BC 1.00 Vert(CT) -0.59 1-9 >565 180 WB 0.30 Horz(CT) 0.08 6 n/a n/a Matrix-S Weight: 125lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2336/764, 2-3=2078/698, 3-4=2011/678, 4-6=2242/738 BOT CHORD 1-9=-637/2192, 7-9=335/1438, 6-7=596/1989 WEBS 2-9=-448/288, 3-9=196/835, 3-7=-1681733, 4-7=-393/261 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=160mph-(3=second gust)-Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=eesft, eave=4��; Cat. -- II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 14-3-8, Extedor(2R) 14-3-8_ to 17-3-8, Interior(1) 17-3-8 to 27-11-0 zone;C-C for members and forces & MWERS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 = 10.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 302 lb uplift at joint 1 and 302 lb uplift at joint 6. �%NN`�Qul ,;VF���i� No 681: '. i :g-r-1 0M. I9 d (ampa fL 33610 December 7,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �k a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW building prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - - fabricagan, storage, delivery, erection and bracing of trusses and truss systems, see ANSV7FI1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply T22087860 BROWNRESIDENCE_DAVETruss 18 Common 3 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 06:59:11 2020 Page 1 ID:pSPp3pgOlbzjXg3tmQBBDtyFw9F-nFIZ8vjt6PNajy4PNWoeFr50Bxa7CLmOS3y5FXyBR1 U -1-4-0 7-6-7 14-3-8 21-D-11 27-1" 1-4-0 7-6-7 6-9-1 6-9-3 6-10-5 Scale: 1/4"=l' 44 = 5.00 12 i 11 3x4 i 3x4 = 3x4 = 3x4- _ 4x8 LOADING-(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 TCDL 10.0 Lumber DOL 1.25 BC 1.00 BCLL 0.0 Rep Stress Incr YES WB 0.29 BCDL 10.0 Code FBC2020rrP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except' 2-9: 2x4 SP No.1 WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 -t 3-7-11 REACTIONS. (size) 7=Mechanical, 2=0-8-0 Max Holz 2=146(LC 11) Max Uplift 7=299(L-C 12), 2=386(LC 12) Max Grant 7=1223(LC 18), 2=1320(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sham. TOP CHORD 2-3=2316/747, 3-4=2063/679, 4-5=2006/674, 5-7=-2238/735 BOT CHORD 2-10=-624/2172, 8-10=-332/1432, 7-8=589/1984 WEBS 3-10=436/280, 4-10=-188/819, 4-B=169/735, 5-8=.393/261 DEFL. in--(inc) Udefl L/d Vert(LL) -0.26 2-10- >999 240 Vert(CT) -0.56 2-10 >595 180 HOrz(CT) 0.08 7 n/a n/a PLATES GRIP MT20 2441190 Weight: 127 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof -live loads have been considered for this design, 2) Wind: ASCE 7-16; Vuh=160mpii(3-second-gast)-Vasd=124mph; TCDL-=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and.C-C Exterjor(2E)-1-4-11 to 1-7-5, Intericr(i) i-�-5 to 14-3-8, Extedor(2R) 14-3-8 to 17-3-8, Interjor(1) 17-3-8 to 27-11-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL==1.60—. plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 20.0psf 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.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 299 lb uplift at joint 7 and 386 lb uplift at joint 2. I� d Tampa: FL 33610 December 7,2020 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with M7ek® 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 propedy 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 ANSI1TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylnformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087861 BROWNRES,DENCE DAVE 19 Hip 1 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 05:59:12 2020 Page 1 ID:pSPp3pgOlbzjXg3tmQB8DtyFwgF-FRJxLFkVtiVQK5fbxEJtn2eEBL?yxj1 Xgjhf izyBR1 T 1 4 0 6-9-14 13-0-0 15 71 21-7.4 27-11-0 1r r 6-0-14 6-2-2 2-7-0 6-0-4 ' 6-3-12 ' 4x8 = 4x6 = 4 16 Scale = 1:48.6 3x4 !:- " '. 4x4 II 2x4 II 3x4 = 3x8 = 2x4 II 6-0-14 LOADING-(psO SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0- ' Rep Stress Incr YES BCDL 110:0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 A 3-4-2 REACTIONS. (size) 8=Mechanical, 2=0-8-0 Max Horz 2=134(LC 11) Max Uplift 8=299(LC 12), 2=386(1_C 12) Max Grav 8=1100(LC 1), 2=121O(LC 1) 3x4 = CSI. DEFL. in (loc) Vdefl Ltd PLATES GRIP TC 0.56 Vert(LL)-0.1012-13 >999 240 MT20 244/190 BC 0.64 Vert(CT) -0.23 12-13 >999 180 WB 0.61 Horz(CT) 0.09 8 n/a n/a Matrix-S Weight: 145 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-7-3 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2242/722, 3-4=1585/575, 4-5=1397/567, 5-6=-1577/575, 6-8=-2132/693 BOT CHORD 2-13=602/1985, 12-13=-602/1985, 10-12=-158/1397, 9-10=-559/1882, 8-9=559/1882 -WEBS 3-13=01287, 3-12=666/271, 4-12=-87/365, 5-10=-96/339, 6-10=570/238, 6-9=0/267 NOTES. 1) Unbalanced roof live loads -have -been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp-b% Encl:, GCpi=0.18; MWFRS-(directional) and C-C Exterior(2E)-1-4-11 to 1-7-5 interior(1) 1-7=5to 13-D-0, Exterior(2E) 13-0-0-to 15-7-0, Exterior(2R)-!- 7-0 to-19-9-15, Interior(1) 19-9-15 to 27-11-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DQL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 flt 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 299 lb uplift at joint 8 and 386 lb uplift at joint 2. l/ PpU N ;VFW �-1 % No 68`i:82 13 S A OF 'r (ampli: L 336V December 7,2020 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with M7ek® 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent 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 ANS/IPP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafeWinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD.20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087862 BROWNRESIDENCE_DAVE R20 Half Hip 1 1 Job Reference (optional) _._ ... -•_--.-- ___..__......•., . _„ ,,,,,,,,,,,,, ,,,,,,,, , ,,,,ten, .You o rvuv ou cu— nn i— nnuusurob, inu. mon uec r Vo:=-io Zulu rage l ID:pSPp3pgOlbzjXg3tmQBBDtyFw9F-jetKZbl7e0dHyFEoVxg6KGAPQklUg9WgvNRCJPyBR1 S -1-4-0 4-9-14 9-0-0 -4 154 21.6-12 27-11-0 1-4-0 4-9-14 42-2 6-4-4 6-2-8 6-4-4 Scale = 1:49.4 4x8 = 3x4 = 5x6 = 4x4 = 4 1415 16 5 17 6 18 7 3x4 1z - 10 9 8 3x4 = 3x4 3x4 = 5x8 = L 2x4 ii LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi -L/d- I PLATES GRiF- TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.18 2-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.40 2-12' >820 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.07 8 n/a n/a BCDL, 10.0 Code FBC2020rTP12014 Matrix-S Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-14 oc pudins, BOT CHORD 2x4 SP No.2 " except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-9 oc bracing. REACTIONS. (size) 8=Mechanical, 2=D-8-0 Max Horz 2=168(LC 12) Max Uplift 8=307(LC 12), 2=375(LC 12) Max Grav 8=1094(LC 1), 2=1204(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when. shown. TOP CHORD 2-3=-2215/720, 3-4=1943/603, 4-5=2020/659, 5-6=-1455/461, 6-7=-1455/461, 7-8=-1037/372 BOT CHORD 2-12=-768/1969, 1D-12=-592/1757, 9-10=-659/2020 WEBS 3-12=-252/193, 4-12=-26/373, 4-1 0=1 26/305, 5-9=-662/241, 6-9=393/200, 7-9=-528/1672 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL-=4.2psf; BCDL=3.Opsf; h-- t5ft; B=45ft _L=2Bf; eaves-:4ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -`r 4 ii io i-i-S,-Interior(1) 1-7-5 ,o-9J-0-0, Exterior(2R) 9-0-0 `tlil l illy to 13-2-15, Interior(1) 13-2-15 to 27-9-4 zone;C-C for members and forces & MWFRS for reactions shown;- .Lumber DOL=1.60 plate y A grip-DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific �� ,� *',G E to the use of this truss component.? 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 20.0psf the bottom in N, 68182 on chord all areas where a rectangle 3-6-0 tall by 2-D-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 307 lb uplift at joint 8 and 375 lb uplift at 2. pOO i (7 `.' "Ls F (/j,joint Cert6634' up: T'iRVQ FL 33610: December 7,2020 WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with M7ek® 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.propedy incorporate this design into the overall p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i�iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabncabon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type Qty Ply T22087863 �BROWNREDENCE_DAVE;lSI Half Hip Girder 1 1 Job Reference (optional) tsumers htrst5ource (JacKsonwue, rL), JacKsonvine, r-L - 3ZZ44, C.4 5 I— JV 1U 11.1 I CR "1 .... I... .", 'Y , I UGG , rayc I ID:pSPp3pgOlbzjXg3tmQB8DtyFw9F-BgQimxmIPKIBaPp_2eLltjjWABc Z q;l1 IrsyBR1R -1-4-0 39-14 7-0-0 12-310 17-M 22-7-6 27-11-0 1-4-0 3-9-14 32-2 5-3-10 5-1-14 5-1-14 5-3-10 NAILED NAILED 5x8 = NAILED NAILED 3x4 = NAILED 5.00 12 4 16 17 5 18 19 20 Scale = 1:49.4 NAILED NAILED NAILED 5x6 NAILED NAILED 3x8 = NAILED 4x8 = 216 22 23 24 7 25 26 27 6 3x8 = 1. IY 28 29 I' 30 12 31 32'. 33 34 35 36 37 9 2x4 iI 3x4 = NAILED NAILED 4x10MT20HS = 5x8 = NAILED NAILED Sx8 = NAILED 3x6 II Special 4x4 = NAILED NAILED NAILED NAILED NAILED LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10:0 SPACING- 2-0-0 Plate Grip DOL 1.25 LumberUOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSL TC 0.78 BC 0.99 WB 0.88 Matrix-S DEFL. in (loc) Vdefl Ud Vert(LL) 0.29 11-13 >999 240 Vert(CT)-0.5611-13 >588 180 Horz(CT) 0.13 9 n/a n/a PLATES MT20 MT20HS Weight: 146 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 -Except TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc puffins, 14 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP M 31 'Except BOT CHORD Rigid ceiling directly applied or 4-6-9 oc bracing. 2-12: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 4-13,5-11,7-11,8-10: 2x4 SP No.2 REACTIONS. (size) 9=Mechanical, 2=0-8-0 Max Horz 2=138(LC 8) Max Uplift 9=785(L-C-3),-2=834(LC 8) Max Grav 9=2369(LC 1), 2=2297(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3==4772/1618, 34=4747/1676, 4-5=5626/1938, 5-6=5250/1770, 6-7=5250/1770, 7-0.r344811-149-B-5=-2251 /810 BOT CHORD 2-15=1532/4274, 14-15=1532/4274, 13-14=-1581/4399, 11-13=1938/5626, 10-11=1149/3448- WEBS— -3 14=272/269, 4-14=-192/650, 4-13=-409/1405, 5-13=462/271, 5-11=-434/198, 6-11=-602/325, 7-11=715/2077, 7-10=1718,728, 8-10=1303/3907 NOTES- 1) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-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 785 lb uplift at joint 9 and 834 lb uplift at joint 2. 9) 'NAILED" indicates 3-10d (0.148"xY) or 3-12d (0.148"x3.25) toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 524 lb down and 278 lb up at 7-D-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 tIt'll FI-ij � 1 � NO f8T82, Z OF' Z; KISS V, `EaInc: FL'Cerf 6634: st;l3ivd:�-Tampa fL 33610; December 7,2020 ;ontinued on page 2 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual buildingcomponent, 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 [� MiTekc 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?P/i Quallly Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087863 BROWNRESIDENCE_DAVE R21 Half Hip Girder 1 1 Job Reference (optional) t5.431J s Nov 3U 2U2U MiTek Industries, Inc. Mon Dec 7 06:59:14 2020 Page 2 ID:pSPp3pgOlbzjXg3tmQBBDtyFw9F-BgQimxmlPKIBaPp_2eLLtTjjWABcvPZHgB1AlrsyBR1 R LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 • Uniform Loads (plf) Vert: 1-4=60, 4-8=60, 2-9=20 Concentrated Loads (lb) Vert: 4=-125(B) 14=524(B) 16=-125(B) 17=-125(B) 18=125(B) 20=-125(B) 21=-125(B) 22=125(B) 24=-125(B) 25=-125(B) 26=125(B) 27=-133(B) 28=-46(B) 29=-46(B) 30=-46(B) 31=46(B) 32=46(B) 33=-46(B) 34=-46(B) 35=46(B) 36=-46(B) 37=-49(B) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 �6 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 toprevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTett" 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 ANSYTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 69D4 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087864 BROWNRESIDENCE_DAVE Hip Girder 1 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MTek Industries, Inc. Mon Dec 7 06:59:15 2020 Page 1 ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-f0_4zHnOAdt?BZOAcMtaPhGiyY?B89DzMhwJOIyBR1 Q -1-0-0 3-9-14 7-0-0 11-0-0 15-0-0 LL 22-0-0 23-0-D 1�--0 3-9-14 3-2-2 4-D-0 4-M 3-2-2 3-9-14 1�-0 Scale = 1:40.5 , NAILED NAILED = NAILED 4x8 NAILED 2x4 II NAILED 4x8 = 3 12 13 4 14 15 5 2X4 II NAIL=U 9X0 — 3X8 = NMIL=U 2X4 11 Special LOADING (psf) SPACING- -2z0-0 TCLL 20.0 Plate Grip DOL i:e5 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC20201TPI2014 LUMBER - TOP CHORD 2x4 SP M 31 `Except' 3-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=75(LC 7) Max Uplift 2=-720(LC 8). 6=720(LC 8) Max Grav 2=1861(LC 1), 6--18611LC 1) NAILED 5-0-0 Special CSI. DEFL. in (loc) Vdefl- Lid PLATES GRIP TC -0.71 Vert(LL) -0.16 9 >999 240 MT20 244/190 BC 0.73 Vert(CT) -0.30 9 >867 180 WB 0.26 Horz(CT) 0.10 6 n/a n/a Matrix-S Weight: 97 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-9-12 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when showrr TOP CHORD 2-3=3789/1394, 3-4=3845/1475, 4-5=3845/1475, 5-6=3789/1394 BOT CHORD 2-11=-1177/3389, 9-11=-1187/3423, 8-9=-1187/3423, 6-8=1177/3389 WEBS 3-11=-197/6883-9=-213/618, 4-9=513/278, 5-9=-213/898; 5-8=197/688 NOTES- 1) Unbalanced -roof -live -loads have been -considered for this design. _2)_WinH_:-.ASCE 7-16, Vult=1.60mpb_(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0osf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp-B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineerresponsible for verifying applied roof live -load shown covers -rain loading -requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 five 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 720 lb uplift at joint 2 and 720 lb uplift at joint 6. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 524 lb down and 278 lb up at 7-0-0, and 524 lb down and 278 Ib up at 14-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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) Vert: 1-3=60, 3-5=60, 5-7=60, 2-6=20 Concentrated Loads (lb) Vert: 3=-125(B) 5=125(B) 11=-524(B) 9=-46(B) 4=-125(B) 8=-524(B) 13=125(B) 14=-125(B) 16=-46(B) 17=46(B) 1111111111111S. No; 68182, d :? ST OF Pampa; PL 9361R` December 7,2020 A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not �a 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 MiT lc 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 ANSVTP/1 Quality Crfterla, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety/nthnnation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087865 BROWNRESIDENCE_DAVE R23 Hip 1 1 Job Reference (optional) Builders FIrs.Source (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MUek Industries, Inc. Mon Dec 7 06:59:16 2020 Page 1 ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-8DYSBdnOxx?spjyMA30pyuo_byK3teN7bLfswkyBR1 P 1 4-0 4-9-14 9 0 0 13-0-0 17-2-2 22-0-0 23-0-0 4-9-14 4-2-2 4-0-0 4-2-2 4-9.14 1-4.0 =3 4x8 = 4x4 = 3x4 = 4x4 3x8 = Scale = 1:40.5 I$. LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING— 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CS1. TC 0.27 BC 0.82 WB 0.14 Matrix-S DEFL. in Vert(LL) -0.19 Vert(CT) -0.40 Horz(CT) 0.05 floc) Udefl Ud 2-11 >999 240 2-11 >644 180 7 n/a n/a PLATES GR1P- MT20 2441190 Weight: 104 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=93(LC 10) Max Uplift 2=-315(LC 12), 7=315(LC 12) Max Grav 2=957(LC 1). 7=957(LC 1) FORCES. (lb) --Max. Comp./Max. Ten. -All forces 250,(Ib)-or less except when shown. TOP -CHORD 2-3=-1625/628, 3-4=1319/496, 4-5=11771494, 5-6=-1319/496, 6-7=-1625/628 BCT CHORD 2-11=498/1435, 9-11=-303/1176, 7-9=511/1435 WEBS 3-11=-301/214, 4-11=-07305, 5-9=42/305, 6-9=-300/214 NOTES-- 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE-7-16; Vult=160mph (3-second gust) Vasd=124mph;-TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 9-0-0, Exterior(2E) 9-0-0 to 13-0-0, Exterior(2R) 13-0-0 to 17— 6-, interior(9-) 17-4-6 to 23-4-11 zone;C-C for members -and -forces & MWFRS-for reactions shown; Lumber DOL=1,60-plate-grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 315 lb uplift at joint 2 and 315 lb uplift at joint 7. ��%�� �% 0 �j c� yy No; 6$T`82y December 7,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mirek® 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 p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For gene'ral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 qualdy Criteria, DSB-89 and BCS/ Building Component 6904 Parke. East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087866 BROWNRESIDENCE_DAVE R24 Common 3 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 06:59:17 2020 Page 1 ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-cP6gOzoeiF7j RtXZknv2UBL86MjZcAtGq?PQSByBR10 1� 5-9-14 11-0-0 16-2-2 21-8-0 1-0-0 5-9-14 5-2-2 5-2-2 5-5-14 Scale = 1:37.5 4x4 = Id 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25- Rep Stress [nor YES Code FBC2020/rP12014 CSI. TC 0.35 BC 0.61 WB 0.19 Matrix-S DEFL. in Vert(LL) =0:09 Vert(CT) -0.19 Horz(CT) 0.04 (loc) I/defl Ltd 2-9 >999 240 2-9 ->999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 94 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-4 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-6 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 6=0-4-0, 2=0-8-0 Max Horz 2=110(LC 11) Max Uplift 6=228(LC 12); 2=317(LC 12) Max Grav 6=842(LC 1), 2=954(LG 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less -except when shown. TOP CHORD 2-3=1628/653, 3-4=1427/615, 4-5=1426/622, 5-6=1609/656 BOT CHORD 2-9=-542/1431, 7-9=295/969, 6-7=536/1424 WEBS 4-7=-18Sf4-92, 5-7=301/233, 4-9=-179/493, 3-9=-306/233 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1E; VUlt=].612mph (3-second-gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf;-h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp-B; Encl., GCpj=0.18; MVvPRS (directiovzl)and_C-C-Extedor(2E-)-1-4-11 to_1-7-5,-Interior(1) 1-7-5 to i 1-O:CT, Exterior(2Rj 11-0-0 to 14-0-0; interior(1) 14040=ro 21-6wD zone;C-C for -members and forces & MWFRS for reactions shown; Lumber DOL=1.60 late gripDOL=1.60 3) Building Designer / Project engineer responsible for -verifying applied -roof live load shown covers rain loading requirements -specific— ``,�OP(�V to the use of this truss component. *� , .-''� (; E N:�' • •: �''i 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. RID, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 6 and 317 lb uplift at joint2. S OF 40 R*i.OP Ste': •�a01, Campo; fL 33610. December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall T building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV nnY� GIC 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 ANSVTP/t Oua1Hy Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. SafeWinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty ply T22087 786 BROWNRESIDENCE DAVE 5 COMMON GIRDER 1 Job Reference (optional) �uueers rlrst5ource (jacksonwue, FL), dacKsonvllle, FL - 32244, 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 06:59:18 2020 Page 1 ID:pSPp3pgOlbzjXg3tmQBBDtyFw9F-4bgDclpGTYFa3161HU QH1 JuCtl44LP4P3f8z7dyBR1 N -1-4-0 41-3 7-6-1D 11-0-0 111 17-10-13 21-8-0 1-4-0 11-3 3-5-6 3-5-6 3-5-6 3.5.6 3-9-3 Scale = 1:40.1 4x6 11 1d 3x10 i LUS26 6x8 = LUS26 - LUS26 - LUS26 5x8 = 2x4 1 6x8 = 7x8 = 6x8 = 3x8 11 LUS26 HTU26 LUS26 LUS26 LOADING (psf) TCLL 20.0 TCDL 10:0 BCLL 0.0 BCDL 10.0 SPACII:G- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 -Rep Stress Incr NO Code FBC2020Fr-P12014 CSI. TC 0.80 BC 0.53 WB 0.70 Matrix-S DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Udefl Ud -0.18 10-11 >999 240 -0.36 10-11 >707 180 0.08 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 258 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SF)No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 5-11: 2x4 SP No.2 REACTIONS. (size) 8=0-4-0, 2=0-8-0 Max Horz 2=110(LC 7) Max Uplift 8=1970(LC 8), 2=1512(LC 8) I ax-Grav 8=6854(LC 1),2=4856(LC 1) FORCES. (lb) -Max. Comp./Nax. Ten. -All forces 250 (b)-or less except when shown. TOP CHORD 2-3=-10987/3277, 3-4=10989/3329, 4-5=-3432/2536, 5-6=-8437/2537, 6-7=10883/3197, 7-8=12811/3701 BOTCHORD 2-14=-2958/10001, 13-14=2958/10001, 11-13=-2983/10119, 10-11=2862/10024, 9-10=-3327/11603, 8-9=3327/11603 WEBS 5-11 =-1 844/6222, 6-11=-3120/890, 6-10=-749/2866, 7-10=-19941516, 7-9=457/1953, 4-11=-3176/1053, 4-13=-912/2905, 3-13=-293/257 . NOTES- �111111(�t 1) 2-pip-Yuss=tom be -connected together with 10d (0_131"xY) nails asinllows: Top chords connected as follows:2x4--1_row aL0 7-0 oc. ,t���� �`� Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. �� P,Q �� 0 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 �- NO $$ 82= 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. .". * r 4) Wind: ASCE 7-16; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=4.2psf; BCDL=30psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 -p 5) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ST �F to the use of this truss component. 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.Dpsf on the bottom chord -in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between the bottom ri 0 R N 1� �✓ S �N will chord and any other members. 0 8) Provide connection (by others) of truss to bearing plate capable of withstanding 1970 lb uplift at joint 8 and 1512 lbuplift *.s Q N A` 2mechanical at joint 9) Use Simpson Strong -Tie HTU26 (20-10d Girder, 14-10dx1 1/2 Truss) or equivalent at 7-0-12 from the left end to connect truss(es) to Joaqufti.VeleiPE, No:68182 front face of bottom chord. MITA USA,ihc: FL Ced 6634' 10) Use Simpson Strong -Tie LUS26 (4-10d Girder, 4-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left '6904:Parke East Biyd. 18n4pa FL 33610 end to 13-0-12 to connect truss(es) to front face of bottom chord. bate: 11) Use Simpson Strong -Tie LUS26 (9-SD9112 Girder, 4-SD9212 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. December 7-2020 ;ontMW1inQn4d§eW2 from the left end to 21-0-12 to connect truss(es) to front face of bottom chord A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with M7ek8 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 WOW 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 oftrusses and truss systems, see ANSVTP11 Quality Criteria, DS9-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 35610 Job Truss Truss Type Qty Ply T22087867 BROWNRESIDENCE_DAVE R25 COMMON GIRDER 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 3U 2UYU MI I eK Industries, Inc. Mon Llec / ub:by:1 b YUZU rage z ID:pSPp3pgOlbzjXg3tmQBBDtyFw9F-4bgDclpGTYFa3161HUQH1 JuCt144LP4P3f8z7dyBR1 N NOTES- 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=60, 5-8=60, 2-8=20 Concentrated Loads (lb) Vert: 11=1080(F) 15=2349(F) 16=-1074(F) 17=1080(F) 18=1080(F) 19=1080(F) 20=1080(F) 21=1089(F) WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with M7ek® 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MlTek' prevent 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 ANSVfP/i Quality Criteria, OSB-89 and SCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply i T22087866 BROWNRESIDENCE_DAVE fW26 Hip Girder 1 1 \ Job Reference (optional) r�unuc� s rnawuui uc tdauruunvuie, ry, aaurcsonvnie, rr_ - occ•w, aAOU 3 NDV JU ZUZU NII 1 eK mQustnes, inc. Mon uec / ub:b%a to zuzu rage 1 ID:pSPp3pg01bzjXg3tmQB8DtyFw9F-YoEbpequEsNRgAhxrCxWaXQQC9Ob4wLZHJuWX3yBR1 M -1-4-0 3-0-0 7-2-9 11-3-7 15-6-0 18-6-0 19-10-0 1-4-0 3-0.0 4-2-9 4-0-13 4-2-9 Scale = 1:34.8 Special NAILED 08 = 5.00 12 NAILED 3x4 = NAILED 3 14 15 4 16 NAILED NAILED Special 2x4 I NAILED 4x8 = 5 17 18 19 6 3x4 = 2x4 II NAILED 3x4 = NAILED 4x4 = 3x10 = NAILED 2x4 II 3x4 Special NAILED NAILED NAILED Special LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TP12014 CSI. TC 0.63 BC 0.70 WS 0.45 Matrix-S DEFL. in (loc) 1/deft Ud Vert(LL) -0.13 10-12 >999 240 Vert(CT). -0.29 10-12 >759 180 Horz(CT) 0.05 7 n/a n/a PLATES MT20- I Weight: 84 lb GRIP 244/190 FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 7-4-12 ne bracing: 10-12. REACTIONS. (size) 2=0-4-0, 7=0-4-0 Max Horz 2=39(LC 23) Max Uplift 2=-295(LC 8), 7=296(LC B) Max Grav 2=832(LC 1), 7=835(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less -except when shown. TOP CHORD 2-3=1556/421, 3-4=-2478/717, 4-5=2497/718, 5-6=-2497/718, 6-7=-1577/424 BOT CHORD 2-13=-320/1411, 12-13=-318/1423,-i0=12=-640/2495, 9-1O-320/1425, 7-9=323/1413 WEBS_ 3-12=-337/1169, 4-12=-255/128, 5-10=252/1aa,_b_10=335/1167 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2LWind: ASC1=7-16; Vult=160mph (3-second-gust) Vasd=124moh;-TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=41ft; Cat. 11; Exp'B; Encl., GCpi=018�_MwFRS (directional), Lumber DDL=1.60 plate grip DOL=1-.60 3) Building Designer / Project engineer -responsible for verifying applied roof live load shown covers rain loading requirements specific to the use-ofihis truss component. X� 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' `4t ^0 ♦ `: 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. .4 i No, 681'82 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 295 lb uplift at joint 2 and 296 lb uplift at joint 7. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 lb down and 63 lb up at 3-0-0, and 99 lb down and 83 lb up at 15-6-0 on top chord, and 66 lb down and 29 lb up at 3-0-0, and 66 lb down and 29 lb up at F 15-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss front back (� are noted as (F) or (B). N'%LOA�� OCASE(S) Standard ad + 1) DeadRoof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 l Vert: 1-3=60, 3-6=60, 6-8=60, 2-7=20 . Jiiagtill>Uelez:PE NOc68182. Concentrated Loads (Ib) MITdkUSA,,I' FLCert6634;i Vert: 13=5(F) 12=6(F) 10=6(F) 9=5(F) 20=6(F) 21=6(F) 22=6(F) 23=6(F) :69Nd Parka East Btvd Tampa FLr33610 42te! December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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 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 ANSM11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087869 BROWNRESIDENCE_DAVE R27 Monopitch 3 1 Job Reference (optional) tsunaers I-Irstbource tiacKSOnvllla, r-LI, JacKsonvme, rL - OZZ", aUv ' ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-0_ozl_gW7AVIIKG8PvS16kzgUZg1pS3iWzd43VyBR1L -1-4-0 3-8-2 i - 6-5-0 7-0-0 1-4-0 3-8.2 2-8-14 Scale = 1:21.2 4x4 = 2x4 I I 4 5 5.00 12 2x4 3 c� d, N 8 2 / 1 �/ S Q. 6 6• 2x4 = 7 3x4 = 6 2x4 II LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 -SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.28 BC 0.31 WB 0.10 Matrix-S DEFL. in Vert(LL) -0:04 Vert(CT) -0.09 Horz(CT) 0.00 (loc) Udefl L/d 2-7 >999 240 2-7 >919 180 6 n/a n/a PLATES GRIP MT20- 244/?90 Weight: 36 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-8-0, 6=Mechanical Max Horz 2-122(LC 12) Max Uplift 2=-147(LC 12), 6=77(LC 12) Max Grav 2=378(LC 1), 6=247(LC 1) FORCES. (lb) -Max. Comp./Max. Ten_ - AlLforces 250 (lb) or less except when shown. TOP CHORD 2-3=316/184 BOT CHORD 2-7=-308/280 WEBS 4-7=0/250, 3-7=266/3115 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp-B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 6-5-0, Ex1edor(2E)_6=5_Q to 6-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)-Building Designer / Project -engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to'the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any otherlive_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 147 lb uplift at joint 2 and 77 lb uplift at joint 6. 3 December 7,2020 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mi7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Bel' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Bracing indicated is to buckling dindividual truss web and/or chord members only. Additional temporary and permanent bracing pp q� �p building design. prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I Vie ®ek• , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylntbrmadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087870 BROWNRESIDENCE_DAVE t828 Hip Girder 1 1 Job Reference (optional) guilders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 M7ek Industries, Inc. Mon Dec 7 06:59:21 2020 Pace 1 ID:pSPp3pg01bzjXg3tmQBSDtyFw9F-UALLEKr8mTdgwUrKzdz NWsnzBVYwpsldNdbyyBR1K -1-4-0 3-D-0 , 7-0-0 _ _ 10-D-0 11-4-0 1-4-0 3-0-0 4-D-0 3-0-0 1-4-0 • Scale = 1:21.0 Special 4x8 = NAILED 10 EE Special 4x4 = 2x4 = _.. .. --- 2x4 = Special Special 3.0-0 4-0-0 3-0-0 Plate Offsets (X,Y)— [3:0-5-4,0-2-0) LOADING (psf) SPACING- 2-0-0 CS1. -DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0,01 7-8 >999 240- MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.03 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-B-0, 5=0-8-0 Max Horz 2=39(LC 31) Max Uplift 2=-201(LC 8), 5=201(LC-8) Max Grav 2=489(LC 36), 5=489(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-692/169, 3-4=600/162, 4-5=692/168 BOT CHORD 2-8=118/609, 7-8=116/619, 5-7=120/610 NOTES- 1)-Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Dpf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (direct(onal);.Lumber DOL=1-60-plate grip DOL=_1.60 3) Building Designer / Project engineer responsible for verifying -applied roof live -load -shown -covers rain -loading -requirements specific to the use of this truss component. 1111I f l 5) This Provide adequate rponding.�`,�- truss has-been designed orea 10.0 bottom chord live load nonconcurrent any other loads. J�� �t♦ psfvent with -live ` 6 This truss has been designed for a live load of 20.0 sf on the bottom chord in all areas where a rectangle 3-6-0 tall b 2-0-0 wide 9 P 9 Y �♦ , �GENS � �j '•� will fit between the bottom chord and any other members. Z, \.. F 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift atjoint 2 and 201 Ib uplift at N •: joint s. 8) "NAILED" indicates 3-10d (0.14B"xV) or 3-12d (0.148"x3.25) toe -nails NDS * per guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 144 lb down and 81 lb up at 3-0-0, and 144 lb down and 81 lb up at 7-0-0 on top chord, and 64 Ito down and 29 lb up at 3-0-0, and 64 lb down and 29 lb up at 6-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 53*ST OF Ctip 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). (C/♦ LOAD CASE(S) Standard 40' Fi 1' �j.. ♦♦;, �I �ts 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 �1♦ Uniform Loads plo Vert: 1(3=60, 3-4=60, 4-6=60, 2-5=20 Concentrated Loads (lb) doagtiin:Uaiez PE Nd:69182 Vert: 8=6(B) 7=6(B)12=6(B) M[Ttik; X.Inc. FL Cert 6634_ December 7,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss 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, see ANSLITP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safaty Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Truss Truss Type Qty Ply T22087871 L0RW:NR:ESDENCE_DAVE EfiF29 Common 3 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 Mi rek Industries, Inc. Mon Dec 7 06:59:22 2020 Page 1 ID:pSPp3pgOlb4Xg3tmQB8DtyFw9F-yNvjRgsnXnmOXeQWVVKVDB92OtNWKHMk?zH6A80yBR1 J 1�10 5-0-0 10-0-0 11�-0 1 4-0 5-0-0 5- 0 1 4 0 Scale = 1:20.7 ' 4x4 = 3x4 = Ii 3x4 = LOADING (psf) TCLL 20.0 TCDL i0.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2020/TPI2014 CSI. TC 0.29 BC 0.25 WB 0.08 Matrix-S DEFL. in Vert(LL) -0.01 Vert(CT) -0.03 Horz(CT) 0.01 (loc) Udefl Ud 2-6 >999 240 2-6 >999 180 4 n/a n/a PLATES - GRIP MT20 244/190 Weight: 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc_purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0.8-0, 4=0-8-0 Max-Horz 2=57(LC 11) Max Uplift 2=183(LC 12), 4=183(LC 12) Max Grant 2=477(LC 1), 4--477(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=523/315, 3-4=523/315 BOT CHORD 2-6=159/421, 4-6=159/421 NOTES- 1) Unbalanced roof live=loads-have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II'-Exp B; Encl., GCpi=0.18; MWFRS (directiona"rid-C-C Extedor(2E)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 5-0-0, Extedor(2R) 5-0-0 to 8-0-0, Interior(1) 8-0-0 to 11-4-11 zone;C-C for members and forces & MWFRS for reactions shown; -Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsibte-Sorverifying-applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 183 lb uplift at joint 2 and 183 lb uplift at joint 4. .♦� PQu Div 'V �L s/ j�, . i ND 68 ,§2 December 7,2020 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 �k a truss system. Belo 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 p V1p 1 iTe• 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 Duality Criteria, OSB-89 and BCS1 Building Component 6904 Parke East Blvd. SatWinformallon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087872 BROWNRESIDENCE_DAVE M Valley 1 1 Job Reference (optional) j3uilders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 06:59:22 2020 Page 1 ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-yNvjRgsnXnmOXeQW WKVDB924yNZuHN 1?zH6A80yBR1 J 2-1-8 2-1-8 2x4 -:�- 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0:03- TCDL 10.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 Rep Stress Incr . YES WB 0.00 BCDL 10.0 Code FBC2020/TPI2014 Matrix-P DEFL. in (loc) Vdefl Lid -PLATES GRIP- Vert(LL) file We 999 -MT20 2441190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 n/a n/a- LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=2-0-14, 3=2-0-14 Max Horz 1=19(LC 12) Max Uplift 1=-9(LC 12), 3=-17(LC 12) Max Grav 1=49(LC 1), 3=49(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:7.2 Weight: 6 lb FT = 20% Structural wood sheathing directly applied or 2-1-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) -and C-C-Exterior(2E) zone;C-C for members and forces'& MWFRS_for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component., 3) Gable requires continuous bottom chord bearing. 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 rectangie 3--6-0°tall=by-2-0-0-wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 1 and 17 lb uplift at joint 3. ♦♦♦ UIN r V �• A. y GENSF c' Up, 68>182 r r Tampa; FL 33610, December 7,2020 A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 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 Into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing n�� Y ��• ItlAT 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 ANSM11 QuoW Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safelylnformation available from Truss Plate Institute, 2670 Crain Highway, Sufte 203 Waldorf, MD 20501 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087873 BROV NRE,,DEN,E_DAVE >y Valley 1 1 Job Reference (optional) uuncers hlrstbollrce (JaCKSonvllte, t-L), JacK9onvtlle, rL - su9v, o.9Ju 5 rvov 3u LULU lvrl I eK Inuusme5, rnu. rvion uec f uo:oa:co cuzu rage i ID:pSPp3pg01bzjXg3tmQBBDtyFwgF-QZT6fDtPl5ut9o?j41OSkNbCumsLOgH9CxskggyBR11 0 2x4 2x4 11 2 3 Scale = 1:11.4 I LOADING (psf) SPACING- 2-D-0 -CSL DEFL. in (loc) Udefi Ud PLATES- GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0:20 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-14, 3=4-0-14 Max Harz 1=49(LC 12) Max Uplift I=25(LC 12), 3=-46(LC 12) Max Grav 1=129(LC 1), 3=129(LC 1) FORCES. flb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second-gust)-Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate-grip-DOL=1.60 2) Building Designer / Project engineer responsible for -verifying applied roof live -load shown covers rain loading requirements specific to the use of this truss component. 3) -Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord -live load-nonconcurrent withany other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord inall-area, where a rectangle 3-6-01all-by 2-0-0 wide will"it-between the bottom chord and any -other members_ 6) Provide mechanical cor_ne-41on-(by-others) of truss to bearing plate capable --of withstanding 25 lb uplift at joint 1 and 46 Ito uplift at joint 3. r OtUl_ VF� y�+i V, F • ND, 881A82 December 7,2020 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 Nil' 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, see ANSVTPH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087874 BR0WNRESIDENCE_DAVE Ig GABLE 1 1 Job Reference (optional) GV IVII I CR IIIUUSaICS, mc. mon ueu / UO:o`d:Lb zuzu rage 1 ID:pSPp3pgOlt zj' g3tmQB8DtyFw9F-QZT6fOtPI5ut9o?j410SkNbD_mtOOpx9CxskggyBR1I Scale = 1:16.4 3 5 4 2x4 2x4 II 2x4 II LOADING (psf) SPACING- 2-0=0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-P Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 1=6-1-8, 4=6-1-8, 5=6-1-8 Max Horz 1=79(LC 12) Max Uplift 1=-4(LC 12). 4=14(LC 12), 5=97(LC 12) Max Grav 1=105(LC 1), 4=39(LC 1), 5=274(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-205/290 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft;,eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 4-0-0, Intedor(1) 4-0-0 to 5-11-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer-/-Project.engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to -the use of this truss component. 3) Ga>ularequires continuous -bottom -chord bearing. 4) This truss has been -designed -fora 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 4 Ito uplift at joint 1, 14 lb uplift at joint 4 and 97 lb uplift at joint 5. December 7,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall R A' building design. Bracing Indicated is to prevent. buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �VgITeR• 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/TP11 quality Criteria, DSB-89and BCSI Building Component 6904 Parke East Blvd. Sefety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22067875 BROWNRESIDENCE_DAVE ., GABLE 1 1 Job Reference (optional) nunaers rrrsrbource tdacKsonvwe, rut, aacrtsw wum, -- oc<w, v b d ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-vll UsMul200knyavelXhHa7NiACDIG61RbbHCHyBR1 H 3 5 4 2x4 2x4 II 2x4 II LOADING (psf) SPACING- 2-0=0 CSI. I DEFL. in floc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(ILL) n/a n/a 999 TCDL 10.0 Lumber COL 1.25 B% 0.23 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WE -0:09 Horz(CT) O.G0 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-1-8, 4=8-1-8, 5=8-1-8 Max Horz 1=110(LC 12) Max Uplift 4=-"LC 12), 5=129(LC 12) Max Grav 1=89(LC 1), 4=125(LC 1), 5=364(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250-(lb) or less except when shown. WEBS 2-5=-273/309 Scale = 1:20.6 PLATES GRIP MT20 244/190 Weight: 30 lb FT = 20% Structural wood sheathing directly applied or 6-D-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. _NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust)-Vasd=124moh; TCDL=4.2psf; BCDL=3:Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=D 18; MWFRS (directional) and C-C Exterior(2E)•0-9-1 to 4-0-0,!rtorior(.!)-4-)-0-to-7-11-12-zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2).-Building-Designer /-Project engineer -responsible for verifying applied roof. live load shown covers rain loading requirements specific to the use of this-ttuas.component. 3)=Gable-requ!res continuous bottom chord bearing. 4) This -truss has been designed for a 10.0 psf bottom cho^t-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 a!!-areas.w-her—ea 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 44 lb uplift at joint 4 and 129-ib uplift at joint 5. December 7,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 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 propedy incorporate this design into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p� prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the id6��e�• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T220878 76 BROWNRESIDENCE_DAVE 51 GABLE 1 1 Job Reference o tional Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 06:59:25 2020 Page 1 ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-Nybs4iufpi8aO585CS2wpogZ_aZ3UjgRgFLrkjyBR1 G Scale = 1:24.7 2x4 i 5 2x4 11 2x4 h 2x4 I LOADING (psf) SPACING- 2-0-0 TCLL 20:0- Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress incr YES BCDL 10.0 Code FBC2020rrP12014 CSI. DEFL. in (loc) I/defi Ud TC 0.17 Vert(LL) n/a n/a . 999 BC 0.19 Vert(CT) n/a n/a 999 WB 0.07 Horz(CT) -0.00 5 n/a n/a Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 10-1-8. (lb) - Max Horz 1=140(LC 12) Max Uplift All uplift 100 lb or less at joints) 5, 6 except 7=118(LC 12) Max Grav All reactions 250lb or less atjoint(s)_1, 5 except 7=333(LC 1), 6=272(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 41 lb FT = 20% Structural wood sheathing directly applied or B-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (&second gust) Vasd=174mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp-B; Encl., GCpi=0.18; MVVFRS (directional) and C-C Exterior(2E) 0-9-1 to 4-D-0, Interior(1) 4-0-0 to 9-11-12 zone;C-C for members and-forces-&-MWFRS for reactions shown; -Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss -component. 3)- Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord- lw. 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-behyemthe bottom chord and any othermembers.- 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 5, 6 except (jt=lb) 7=118. `,�tlflllllfl/ f - N o 681�82 :, December 7,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19Q020 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. _Addftional temporary and permanent bracing ' ��'���' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Sant information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087877 BROWNRESIDENCE_DAVE Valley 1 1 Job Reference (optional) Builders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, 2x4 2-0-0 8,430 s Nov 30 2020 MMek Industries, Inc. Mon Dec 7 06:59:25 2020 Page 1 ID:pSPp3pgOlbzjXg3tmQB8DtyFw9F-Nybs4iufpiBaO585CS2wpogbHabgUknRgFLrkjyBR1 G 5.o0 2x4 = Scale = 1:6.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) n/a n/a 999 UrT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a Mire 999 BCLL 0.0 Rep Stress Incr YES WB- 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020ITPI2014 Matrix-P Weight: 51b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural -wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 Dc bracing. REACTIONS. (size) 1=1-11-6, 3=1-11-6 Max Horz 1=17(LC 12) Max Uplift 1=B(LC 12). 3=16(LC 12) Max Grav 1=44(LC 1), 3=44(LC 1) FORCES. (lb) - Max. Comp./Max. Ten: - Ail forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3,Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces &-MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer /-Project engineer responsible for verifying applied roof -live -load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom_ chord. bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any-otherlive-loads- 5) • This truss has been designed for alive ioad-of2=pslorthe 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) Beadng.at joint(s) 3 considers parallel to grain value using ANSI/TPI-1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D lb uplift at joint(s) 1, 3. {4NIIIII�� `�,oPQUI{ir�r� yi N o' 6818'2 N S OF .• � Joagl1i0:V81ez PE No.69182 MiTek-USA, Inc. Fl. Cerf 6634 '6904 Parlie:East-Blvd:.Tampa FL 33610 December 7,2020 A WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 �k I 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pp l�� T flQ'� prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IV1� IPr1�' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSU7PI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087B78 BROWNRESIDENCE DAVE Valley 1 1 Job Reference (optional) guilders FirstSource (Jacksonville, FL), Jacksonville, FL - 32244, t1.43U S NOV JU ZUZU MI I eK Inoustrles, Inc. noon Liec r uo:oe:Zb ZUZU rage 1 ID:pSPp3pg01bzjXg3tmQBBDtyFw9F-r89EH1 vHaOGROFjHIAZ9M?DkP_vIDB1 buv4OH9yBR1 F 4-0-0 , 4-0-0 Scale=1:11.1 2 . 3 2x4 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES- -GRIP TCLL 20.0 Plate Grip-DOL 1.25 TC 0.19 Vert(LL) n/a- — n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/FPl2014 Matrix-P Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=3-11-6, 3=3-11-6 Max Horz 1=47(LC 12) Max Uplift 1=-24(LC 12), 3=-44(LC 12) Max Grav 1=124(LC 1),3=124(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4 2psf; BCDL=3.Dpsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl.,_ GCpi=0.1."WFRS (directional) and C-C Exterier(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1-.60 plate grip DOL=1.60 2). Building Designer / Project engineer responsible for verifying app!!ed-roof-live-load shown covers rain loading -requirements specific to the use of this truss component. 3) Gable -requires -continuous bottom chord bearing. 4) This truss -has-been designed for a 10.0 psf bottom chord live'laad nonconcurrent with any other live loads. 5p' 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 el by 2-D-O wide will fit between the bottom -chord -and any other members. 6) Provide mechanical connection (by others) of truss _fn bearing late capable of withstanding 100 lb uplif -st joint(s) 1, 3. PptU 1 N VFW N,b 6 8182. "O. .. .r -. dw •Joaqul'o Fainpa. BL 33.61,0; December 7,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use onlywith 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 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 ANSOP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Sulte 203 Waldorf, MD 20501 Tampa, FL 36610 Job Truss Truss Type Qty My T22067879 BROWNRESIDENCE_DAVE N Valley 1 1 Job Reference (optional) tsunaers eirslbource, tJaaKsonvine, t•Lj, JacKsonvnle, r-L - JZZ44, 0.4JU 5 NOV JU ZUZU Ivil I eK Inausines, Inc. man uec i Ub:ba:Zb ZUZu rage l ID:pSPp3pg01bzjXg3tmOB8DtyFw9F-r89EH1vHaOGROFjHIAZ9M?DmV wFDB1buv4OH9yBR1F 2-0-0 4-0-0 2.0-0 2-0-0 0 d d 2x4 5.00 12 2 3x4 = 2x4 3 Scale = 1:7.4 rg d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud- PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a rite 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=3-10-13, 3=3-10-13 Max Harz 1=11(LC 10) Max Uplift 1=27(LC 12), 3=27(LC 12) Max Grav 1=100(LC 1), 3=100(LC 1) 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 7-16; Vult=160mph (3-second gust-)-Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft;-B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of -this -toss -component. 4) Gable requires continuous bottom chord bearing. 5)-Tina hass-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 wjll.ft 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) 1, 3. Joaquin Velez PE N6.68182 . MiTWUSA',.Inc. FL 0eit6634 6904rPafke fast 13)vd..Tampa. FL 33619 Date: December 7,2020 i& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 �k a truss system. Before use, the building designer must verilythe 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, see ANSYM11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22087860 BROWNRESIDENCE_DAVE 81 Valley 1 1 Job Reference (optional) t3Ullders FIr5tboUrce (JacKsonvllle, FL), JacKsonvllle, I-L - 3ZZ44, ..43U 5 NOV JU ZUZU IVII I UK mw uusirie5, inc. ,on Lieu i Uo:uw;zf ZUZU rage I ID:pSPp3pg0(bzjXg3tmQBSDtyFw9F-JKjcVNwvLJOloPIUJt4OuDltVOFfyeKk7ZgxpbyBR1 E 4-041 B-0-0_ 4-0-0 4-0-0 b d 4x4 = 2 4 2x4 2x4 II 2x4 Scale = 1:14.6 =g d 0 0 7-11-6 LOADING (psi) SPACING- 2-0--0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TG 0.23 -Vert(LL) n/a -n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 3 n/a nia BCDL 10.0 Code FBC2020/rP12014 Matrix-P Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-10-13, 3=7-10-13, 4=7-10-13 Max Horz 1=29(LC 11) Max Uplift 1=-45(LC 12), 3=-45(LC 12), 4=52(LC 12) Max Grav- 1=128(LC 1). 3=128(LC 1), 4=264(LC 1) FORCES. (11b) -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=1"6; Vultm160mph (3-second gust) Vasd=124mph; TCDL=4-2psf BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces 8 MWFRS-for reactions shown; Lumber DOL=1.60 plate grip-DOL=1c60. 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the_use of_this.truss componeDt. 4) Gable requires continuous bottom chord -bearing.— 5) This truss has-been des gnzed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. *This �lti ■ ■ ■'+t� 6) truss has been designed -fora -live load of 20.Opsf on the bottom chord ina;i aFeas-where a rectangle 3-6-0 tall by_2-0-0-wide ,0.71���I��� 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) 1, 3, 4. E N F 2 ;. No: :6A'f 8XZ 9 S A OF �U '8 X.Parke East %v4;:Tanipa. FL 33610; bate`. December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with M7ek® 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 �'i'e�' 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?P11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salta information available from Truss Plate Institute, 2670 Crain Highway, Sufte 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss qq and fully embed teeth. ��77fi - -I- For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. W-'VrA7_10 7-1;7-L01 I k1[H 11OW-40 C•I.I Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. IT=1VI►X Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint numberwhere bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 of O 2 U o_ O ff�� ff" �� 6-4-8 dimensions shown In ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 - 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311. ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved F, M MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 FailLlre to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or altemative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. i 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIrrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIrrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not oat or alter floss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with %NSIf-FPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. RECEIVER JAN 2 8 1011 Perm"'" Department e St. Lucie Ceuntq "A" PAVE Ism ROOF SHEATHING ATTACHMENT REQUIREMENTS 1Q NAILS AT 6" O.C. PERIMETER AND 6" O.C. FIELD Q NAILS AT 6" O.C. PERIMETER AND 6" O.C. FIELD ® NAILS AT 4" O.C. PERIMETER AND 6" O.C. FIELD PLYWOOD ROOF SHEATHING FASTENED TO ROOF FRAMING WITH 8d RING —SHANK NAILS (PER FRC803.2.3.1) SPACED PER ZONE DESIGNATIONS AS SHOWN ABOVE. A= 5` TRUSS CONNECTOR SCHEDULE SS BEARING POINT TRUSS ACTUAL UPLIFT CONNECTOR ID CONNECTOR UPLIFT D FASTENERS NOTES 5 A <2000# (1)—MGT 3965# (1)-5/8" THRD ROD EPDXIED 7" MIN. & (22)-10d 4 B <2600# (1)-HETA20 (1)—HGAMI0KTA 1810# 650# (9)-10d z 1 1/2" (4)-1/4" z 2 3/4" TITEN 2 & (4)-1/4" s 1 1/2" DS 0 i AT CBS EACH <1730# 1—HETA12 1730#. (7)-16d "- AT CBS BEARING sT FPAW TgAN 1000# EACH <1000# (1)—MTS 16 1000# (14)-10d.1 1 1/2" AT FRAME BEARING NOTE: ALL STRAPPING TO HE SIMPSON STRONG -TIE AS SPECIFIED Y TRUSSES MAY BE ATTACHED WITH SIMPSON VTCR a/(4)—#9 SD z 2%" TO SUPPORTING TRUSS AND (3)—/9 SD z 1%" TO VALLEY TRUSS IN LIEU OF I AS STATED. VTCR SHALL BE INSTALLED AT EACH END AND 24" O.C. MAX. IIMPSON EPDXY STRONG TIE SYSTEM WITH 12" MIIN. EMBEDMENT FOR ANCHOR BOLTS (&B.). I'ES: LL ROOF TRUSSES TO BE DESIGNED BY TRUSS COMPANY S ENGINEER. INTRACTOR TO PROVIDE ENGINEER, AND BUILDING DEPARTMENT WITH ENGINEERED TRUSS DRAWINGS BEFORE INSTALLING TRUSSES. )NTRACTOR TO VERD?Y ALL ROOF CONDITIONS, AND DIMENSIONS BEFORE ORDERING, AND INSTALLING TRUSSES. RUSS.TO TRUSS CONNECTION TO BE PROVIDED BY TRUSS COMPANY. KE TRUSS CONNECTOR SCHEDULE FOR TRUSS TO WALL CONNECTIONS. 1 1/2" = SIMPSON'S SUPPLIED EQUIVALENT NAIL FOR COMMON 10 PENNY WEIGHT NAIL SIMPSON'S STRONG —DRIVE 1/4' DIA. WOOD SCREW (OR EQUAL) UPLIFT REACTIONS HAVE BEEN DETERMINED AND PROVIDED BY THE TRUSS MANUFACTURER'S SHOP DRAWING (BUILDERS FIRS S R E; JOB N0. 2492326 AND REVIEWED BY THIS AL ENGINEER FOR DETERMINATION OF THE TRUSS CONNECTOR TYPE AND ALLOWABLE LOADS NOTED IN THE TR L SHEAR FORCES (F1) AND TRANSVERSE LOADS (F2) ON TRUSS CONNECTORS HAVE BEEN EVALUATED IN ACCORDANCE WITH THE 2017 FBC—RESIDENTIAL CODE. USS TO PERIMETER 8" CMU WALL CONNECTORS SHALL BE META 12; UNLESS DESIGNATED OTHERWISE ON THE ROOF FRAMING PLAN. d 4" EMBEDMENT WITH MINIMUM EDGE DISTANCE OF 2" REQUIRED FOR META STRAPS CAST -IN —PLACE ANCHOR —META 16 STRAP SHALL BE PROVIDED WITH "TSS" MOISTURE BARRIER SEAT. 2S, HANGERS, AND TIE STRAPS AS SHOWN IN THE ABOVE SCHEDULE ARE IDENTIFIED ON THE ROOF FRAMING PLAN. SUBSTITUTION OF APPROVED EQUAL OR BETTER ANCHORS, AND TIE STRAPS FOR THE SPECIFIED ALLOWABLE LATERAL & UPLIFT LOADS ARE ACCEPTABLE. APSON STRONG —TIE CONNECTOR ALLOWABLE LOAD VALUES SHOWN IN THE ABOVE SCHEDULE ARE THE C-2018 PUBLISHED VALUES BASED ON WOOD TRUSSES FABRICATED USING YELLOW P • AND INCLUDE AN APPLIED 1/3 STRESS INCREASE FOR WIND LOAD DURATION ONLY, IN ACCORDANCE WITH NDS ALLOWABLE STRESS DESIGN PERMITTED FOR WOOD VERS IN SUITABLE PRE —FORMED OR LIQUID APPLIED MOISTURE BARRIER BETWEEN BOTTOM CHORD OF ROOF TRUSS AND TOP OF MASONRY WALLS, WHEN BARRIER IS NOT PROVIDED WITH VNECTOR. N STRONG TIE ANCHORS AND STRAPS PRODUCTS SHALL BE HOT'DIPPED (H.D.) ZINC —GALVANIZED PER ASTM A123 TO G90 AS MEASURED BY ASTM A653, OR BETTER. NRBON STEEL ANCHOR BOLTS, FASTENERS, AND NAILS, UNLESS OTHERWISE SPECIFIED, SHALL BE HOT DIPPED ZINC —GALVANIZED IN ACCORDANCE WITH ASTM A153 STANDARDS. R BOLTS (A.B.) SHALL CONSIST OF "J" BOLTS WITH MIN. EMBEDMENT OF 10" CAST —IN —PLACE AT TIME OF WALL GROUTING WORK. SETTING ACHOR BOLTS AFTER WALL TION SHALL CONSIST OF ALL THREADED ROD (ATR) DRILLED AND ANCHORED WITH HILT] HIT RE-500 INJECTION EPDXY SYSTEM (OR SIMPSON EPDXY —TIE (ET) EPDXY ADHESIVE) IN CORDANCE WITH MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. MINIMUM EMBEDMENT DEPTHS SHALL BE AS FOLLOWS: {OR DIA. DILL HOLE DIA. (MAX.) EMBEDMENT DEPTHMIN ) W, 17i8 12" 'y4" 1 " 12" /d" 1" 12" PLYWOOD SHEATHING NAILING SCHEDULE LOCATION NAIL SIZE/TYPE EDGE SPACING FIELD SPACING NOTES WALL Z SHEATHING (15/32") 0 N ALL WALL ZONES 8d COMMON 6" O.C. 6" O.C. E '`'-/ /{/�6'`�J @ 8d Ring Shank 4" O.C. 4" O.C. ROOF Z (OVERHANGS) SHEATHING (19/32") ® IN 2 8d Ring Shank 9 4" O.C. 6" O.C. E 1J 8d Ring Shank 6" O.C. 6" O.C. 8d RING —SHANK NAILS SHALL HAVE THE FOLLOWING MINIMUM DIMENSIONS: 1. 0.113—INCH NOMINAL SHANK DIAMETER 2. RING DIAMETER OF 0.012 OVER SHANK DIAMETER 3. 16 TO 20 RINGS PER INCHES 4. 0.280 INCH FULL ROUND HEAD DIAMETER 5. 2Y2"—INCH NAIL LENGTH DRAPrING SERVICES rowavma� MOM CTM 237-9942 h QG k A? P1 Z a A A v! W 0 z p W zU I'Tj � z AmO rAOA'.ro x a �oo�� rz�UoE� Mai M� 00 �I ro VI U U 1� 0 t/0r�' 11 N lil N ® I/j U 00 0MN �� gi Z " JLn co O y L, LV o I�U� N ,ow 'COUNT � n * ; o. 60 * . EO Dafit ke: SCALE: 1/4" = P-0" JOB No: 520-0754 %. ka PRECAST CONCRETE LINTEL SCHEDULE: PROVIDE PRECAST REINFORCED CONCRETE "U" LINTEL AS MANUFACTURED BY CAST—CRETE (OR EQUAL) FOR ALL MASONRY OPENINGS OF THE SIZE AND REINFORCEMENT NOTED IN THE FOLLOWING LINTEL SCHEDULE; MASONRY WALL LINTEL SCHEDULE LINTEL DESIGNATION LINTEL LENGTH LINTEL TYPE SAFE GRAVITY LOAD APPLIED GRAVITY LOAD SAFE UPLIFT LOAD APPLIED UPLIFT LOAD COMPOSITE BEAM L-1 19'-4" 232" PRESTRESSED 750 200 348 100 8F16-1B/1T L-2 4'-4" 52" RECESSED 5206 D 500 2362 200 8RF14-1B/1T L-3 3'-6" 42" U-LINTELS 6113 200 3524 200 8F16-1B/1T L-4 4'-6" 54" U-LINTELS 6113 0 1200 2707 500 8F16-1Bf1T L-5 10'-6" 126" U-LINTELS 1533 400 916 200 8F16-1Bf1T L-6 7'-6" 90" U-LINTELS 2661 200 1624 200 8F16-1Bf1T L-7 5'-10" 70" U-LINTELS 4360 700 2080 200 8F16-1Bf1T L-8 17'-4" 208" PRESTRESSED 950 200 405 200 BF16-1B/1T NOTE: WHEN LINTEL IS IN VARIOUS LOCATIONS, WORST CASE LOADING IS SHOWN NOTE: PROVIDE "CASTCRETE" PRE -CAST CONCRETE LINTEL AS NOTED ON PLANS NOTE: 1. COMPOSITE BEAM DEPTHS SHOWN ARE MINIMUM REQUIRED, AND MAY BE INCREASED IN FIELD WITHOUT ENGINEER'S APPROVAL. 2. CALCULATED APPLIED GRAVITY LOAD AND APPLIED UPLIFT SHOWN ARE WORST CASE, ROOF TRUSS GIRDER LOADING HAVE BEEN CONSIDERED. 3. MASONRY CONTRACTOR TO VERIFY EACH MASONRY OPENING WIDTH AND HEIGHT PRIOR TO CONSTRUCTION. 4. LENGTHS OF LINTEL SHOWN ARE ACTUAL LINTEL SIZES (BEARING OF 4" EACH END). SAW CUT BOTTOMS OF LINTEL MANUFACTURERS NOTCHES WHEN NEEDED TO EXTEND REBAR THROUGH LINTEL ® EACH SIDE OF OPENING. 5. ALL LINTELS SHALL BE SET TO PROVIDE A MINIMUM 4" BEARING ON MASONRY AT EACH END, UNLESS DETAILED ON THESE PLANS. 6. REINFORCED PRECAST "U" LINTELS SHALL BE MANUFACTURED WITH 5 1/2" LONG NOTCHES AT EACH END TO ACCOMMODATE PLACEMENT OF VERTICAL REINFORCING AND GROUT FILLING CELLS BELOW. 7. SEE TYPICAL LINTEL SECTION FOR CAST-CRETE DESIGNATIONS AND PLACEMENT OF REINFORCING STEEL. #5 FIELD ADDED REBAR AT TOP MIN. (1) REWD 1-1/2" CLEAR F = FILLED WITH GROUT / U = UNFILLED 8" BOND BEAM BLOCK F FQUANTITY OF #5 FIELD ADDED a a ' (RINKER/CEMix #T81 OR EQ.) REBAR AT BOTTOM OF LINTEL CAVITY J 0. ,r GROUT SOLID \ < (3000 psi) F16-1Bf1T �z i. #5 FIELD ADDED REBAR AT LQUANTITY OF #5 FIELD m BOTTOM OF LINTEL CAVITY ADDED REBAR AT TOP • • NOMINAL HEIGHT NOMINAL WIDTH "7-5/8ALM-r 8' PRECAST LENTIL 8" NOMINAL WIDTH TYPE DESIGNATION WALL CEILING HEIGHT 0 8'-0" TYPICAL INTERIOR ARCH DETAIL **NOTE: ALL ARCH OPENINGS SHALL HAVE A MINIMUM BO" CLEAR HEAD HEIGHT o"GEMIM: 10 0 L-1 FLOOR PLAN _ VTR SCALE: 1/4" =1'-0" f • • .. it 11 W � � V � 1 R-11 INSULATION 8F16-1 BZ1 INTERIOR 2x4 STUD NON -BEARING PARTITIDN WALL PRE -CAST CONCRETE LINTEL DESIGNATION (SEE SHEET A3) SOIL PIPE VENT THROUGH ROOF WINDOW MARK (ALL IMPACT) 54x63 SH (54"W x 63"H SINGLE HUNG) (SEE MANUFACTURER'S SPECS FOR DETAILS) 3068 DOOR MARK (ALL IMPACT) (3'-0"W x 6'-8"H OPENING) NOMINAL L.. AREA TABULATION 'GARAGE: 98 SQ. 'A • 0 ENTRYPORCH: 's• Q • 'L- 2,098 SQ. DR FlrlNG SRRVICPS PHa,'M,;(772) 237-7942 W W W.1R8ASUAECOA57DRAFTING.COM o � kn s ° al in a1 a � A z� 0 z� ~ Q� d Q N z Z�{ U M 1 Aw�m0 ° �0°a� 0 F4 nn � ae zU Q MR4 ►� 0 w� P4 U ,v N O �i N W Z V U)m .rn J m ll.C1 K W W � 1 N N J J N (1 n O O , a140 W W 40 N n J EN * ; N . 66 0 STATE O , 5aA Date. SCALE: 1/4" = P_0" JOB No: 520-0754 A3