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HomeMy WebLinkAboutTruss Engineering - Klein 2104Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek". RE: J40837 - Klein Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Masterpiece Builders Project Name: Klein Residence Model: Addition Lot/Block: - Subdivision: - Address: 12772 NW Mariner Ct. , - City: Palm City State: Florida 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: FRC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: N/A Wind Speed: 170 mph Roof Load: 65.0 psf Floor Load: N/A psf This package includes 14 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 1 T22615513 A01 G 1/27/21 2 T22615514 A02 1/27/21 3 T22615515 A03 1/27/21 4 T22615516 A04 1/27/21 5 T22615517 B01 1/27/21 6 T22615518 B02 1/27/21 7 T22615519 B03G 1/27/21 8 T22615520 B04G 1/27/21 9 T22615521 MG 1 1/27/21 10 T22615522 ZCA 1/27/21 11 T22615523 ZCJ1A 1/27/21 12 T22615524 ZEJ3 1/27/21 13 T22615525 ZHJ3 1/27/21 14 T22615526 ZHJ3A 1/27/21 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Lee, Julius 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 that the engineer named is licensed in the judsdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. `♦♦�����LIUS ` ••�G•E IV • '�. No 3 9 =-0: :1= 3 STATE OF :�4� s,0 N A % % ; � C Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2021 Lee, Julius 1 of 1 Job Truss Truss Type Qty Ply Klein Residence T22615513 J40837 A01G Scissor Girder 2 Job Reference o tional tast coast I russ, Ft. Pierce, FL - 34945, -1-4-0 3-14 i 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 2619:01:41 2021 I D:Z?oSOUst2FcrLoBuwElcmwyAMKp-u3yTLymcfwN6HH3jcixkaABMl4tMp5 Wndzl u I-3-12 8-4-0 10-9-5 13-6-12 16-8-0 18-C 4-0-4 2-5-5 2-9-8 3-1-4 1-4 4x4 = Scale: 3/8"=l' 16 10x10 = 2.017 12 10x10 = 10 3-1-4 LOADING (pst) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.33 BCLL 10.0 Rep Stress Incr NO BCDL 10.0 Code FRC2020rrP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP SS WEBS 2x4 SP No.3 `Except` 2-16,8-10: 2x6 SP No.2 REACTIONS. (size) 16=0-6-0, 10=0-6-0 Max Horz 16=100(LC 24) Max Uplift 16=-1430(LC 8), 10=-1963(LC 8) Max Grav 16=2136(LC 1), 10=2977(LC 1) 13-0-12 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TC 0.68 Vert(LL) 0.23 12-13 >863 240 MT20 244/190 BC 0.46 Vert(CT) -0.32 12-13 >626 180 WB 0.72 Horz(CT) 0.15 10 n/a n/a Matrix -MS Weight: 204 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-3-14 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-6658/4139, 4-5=-7399/4628, 5-6=7393/4624, 6-7=10240/6433 BOT CHORD 15-16=-2688/4521, 14-15=2723/4570, 13-14=3877/6467, 12-13=6126/9980, 11-12=-4414/7198, 10-11=438017152 WEBS 5-13=-2388/3849, 6-13=-3051/1945, 6-12=-1207/1803, 4-13=-800/988, 4-14=723/492, 2-16=-330/376, 8-10=-401/443, 3-14=1171/1929, 7-12=1716/2792, 3-16=5068/3013, 7-10=-7818/4729 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.Opsf; BCDL=2.Opsf; h=23ft; B=108ft; L=65ft; eave=7ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Plates checked for a plus or minus 0 degree rotation about its center. 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 10.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. 8) Bearing at joints) 16, 10 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=1430,10=1963. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3037 lb down and 1959 lb up at 10-9-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. -ontinued on page 2 �,111 1111 f;l�� �'3uus i No 34869 Jullus Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2021 ®WARNING - Venfy 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 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 ANS11TP11 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 Jab Truss OtyPlyKlein Residence FS...s.TrGeder T22615513 J40837 A01 G 2 Job Reference (optional) ----• • •- "- ""� n.4sU s NOV 3U LULU MI I eK Industries, Inc. Tue Jan 26 1 y:ul:41 2021 Page 2 ID:Z?oSOUst2FcrLo8uwElcmwyAMKp-u3yTLymcKvN6HH3jcixkaABMl4tMp5Wndz1 u_gzrOe8 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=90, 5-9=90, 13-16=20, 10-13=-20 Concentrated Loads (lb) Vert:12=-3037(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 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 M iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPil 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 sType Qty Ply Klein Residence ;J4083�7��AD�2��S',Uis-s!or T22615514 5 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 2619:01:42 2021 Page 1 ID:Z?oSOUst2FcrLo8uwEIcmwyAMKp-MFVrZInEQEWzuRewAQSz6NjXW J5JYWgxsdnSW7zrOe7 -1-4-0 4-3-12 8-4-0 12-4-4 16-8-0 18-0-0 1-4-0 4-3-12 4-0-4 4-0-4 4-3-12 113-0 4x4 = �— n lu 6x6 = 2.00 F12 6x6 = 8 8-4-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.68 TCDL 15.0 Lumber DOL 1.33 BC 0.99 BCLL 10.0 Rep Stress Incr YES WB 0.84 BCDL 10.0 Code FRC2020(rP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 'Except' 2-10,6-8: 2x6 SP No.2 REACTIONS. (size) 10=0-6-0, 8=0-6-0 Max Horz 10=-100(LC 10) Max Uplift 10=-735(LC 12), 8=714(LC 12) Max Grav 10=1050(LC 1), 8=1026(LC 1) Scale: 3/8"=V I9 DEFL. in floc) Udefl LidVPLATIES GRIP Vert(LL) -0.22 8-9 >886 240244/190 Vert(CT) -0.48 8-9 >412 180 Horz(CT) 0.13 8 n/a n/a t: 86 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2269/2205, 4-5=-2268/2227, 5-6=153/352 BOT CHORD 9-10=-2305/2077, 8-9=-2359/2091 WEBS 4-9=-772/937, 5-9=171/531, 3-9=-109/436, 2-10=-334/588, 3-10=2198/2515, 6-8=-376/661, 5-8=2162/2463 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.Opsf; BCDL=2.Opsf; h=23ft; B=108ft; L=65ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-8 to 5-1-2, Interior(1) 5-1-2 to 8-4-0, Exterior(2R) 8-4-0 to 14-9-10, Interior(1) 14-9-10 to 18-0-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 10.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) Bearing at joint(s) 10, 8 considers parallel to grain value using ANSUTPI 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 100 lb uplift at joint(s) except (jt=lb) 10=735, 8=714. �1111111/,,l �k��"0-lu S `,�-i • G�ENS. 1 34869 • • .13 •���F �ORIpP��Z`� 10, lill, lilt" Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2021 ® 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 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 ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Klein Residence T22615515 J40837 A03 Roof Special 5 1 Job Reference o tional ���• ����• _- �Y� 8.4JU s Nov 30 2020 MiTek Industries, Inc. Tue Jan 26 19:01:43 2021 Pagel ID:Z?oSOUst2FcrLo8uwE IcmwyAM Kp-gR3DmeosBYeq WbD6k7zCfbGhhuSaH?g45H W?2ZzrOe6 -1-4-0 4-3-12 8-4-0 15-5-8 1-4-0 4-3-12 4-0-4 7-1-8 Scale = 1:28.2 4x6 = 3.50 12 46 11 3 5x6 1 2x4 11 0 125 2 7 v m 5x8 = v v 9 8 6x6 = 2.00 F12 6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 30.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.21 7-8 >868 240 TCDL 15.0 Lumber DOL 1.33 BC 0.92 Vert(CT) -0.44 7-8 >407 180 BCLL 10.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.08 9 n/a n/a BCDL 10.0 Code FRC2020/71312014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 5-9,2-8: 2x6 SP No.2 REACTIONS. (size) 8=0-6-0, 9=0-6-0 Max Horz 8=97(LC11) Max Uplift 8=-691(LC 12), 9=498(LC 12) Max Grav 8=977(LC 1), 9=832(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1928/2040, 4-5=-1966/2039, 6-9=-832/947, 5-6=-804/1037 BOT CHORD 7-8=-2367/1818, 6-7=-506/399 WEBS 3-7=-166/496, 4-7=518/658, 5-7=-1513/1490, 2-8=-337/604, 3-8=1931/2401 3x6 = PLATES GRIP MT20 244/190 Weight: 78 lb FT = 0 Structural wood sheathing directly applied or 4-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.Opsf; BCDL=2.Opsf; h=23ft; B=108ft; L=65ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-8 to 5-1-2, Interior(1) 5-1-2 to 8-4-0, Exterior(2R) 8-4-0 to 14-9-10, Interior(1) 14-9-10 to 15-2-12 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This 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 10.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) Bearing at joint(s) 8, 9 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 100 lb uplift at joint(s) except Qt=lb) 8=691,9=498. `,`�{IIIIIfIIII �vL1USGEN i No 34869 � r Ak r r s 0 N A` ��� �` Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2021 ® WARNING - Verify design pars elers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473, v. 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 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 ANSI/FPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safelylnforroation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Klein Residence T22615516 J40837 A04 Scissor 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946. 1-4-0 6x6 = 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 2619:01:44 2021 Page 1 I D:Z?oSOUst2FcrLo8uwElcmwyAM Kp-Iddc_zoUynnh8lollrURCopuelggOVhE KxGYa?zrOe5 8-4-0 10-7-11 4-0-4 2-3-11 4x4 = 8-4-0 10-7-11 Scale = 1:22.2 Plate Offsets (X Y)— [3:0-1-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.19 7-8 >637 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.80 Vert(CT) -0.39 7-8 >313 180 BCLL 10.0 Rep Stress Incr YES WB 0.56 Horz(CT) -0.03 6 n/a n/a BCDL 10.0 Code FRC2020/TP12014 Matrix -MS Weight: 57 lb FT = 0 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 *Except* BOT CHORD Rigid ceiling directly applied or 3-11-13 oc bracing. 2-8: 2x6 SP No.2 REACTIONS. (size) 8=0-6-0, 6=Mechanical Max Horz 8=194(LC 12) Max Uplift 8=-515(LC 12), 6=356(LC 12) Max Grav 8=729(LC 17), 6=565(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-697/937, 4-5=678/987, 5-6=-587/868 BOT CHORD 7-8=-2133/1099 WEBS 3-7=-501/1202, 5-7=-1024/732, 2-8=326/620, 3-8=-1109/1898 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.Opsf; BCDL=2.Opsf; h=23ft; 8=108ft; L=65ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-8 to 5-1-2, Interior(1) 5-1-2 to 8-4-0, Exterior(2E) 8-4-0 to 10-5-15 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This 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 10.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) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=515,6=356. `,,11111111if��� 34869 • ��►Ill n1111��` Julius Lee PE No.34869 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2021 ® WARNING - Verity design parameter 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 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPlr 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 T uss Truss Type Qty Ply Klein Residence T22615517 J40837 B01 Hip 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 2619:01:45 2021 Page 1 I D:Z?oS O U st2 FcrLo8 uwE IcmwyAM Kp-m q B_B J p7j9 uYl u N VrYOgkOL_LhGDlw8 NYb?67 RzrO e4 7-2-0 -1-0-0 7-0-0 7,14 118-e 142-0 1-0-0 7-0.0 0- - 6.6-8 0-5-8 0-1-0 Scale = 1:26.9 5x6 = 3 10 8 3x8 = 3x15 = 5 3x6 11 3x6 11 7-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.05 5-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.40 Vert(CT) -0.09 5-7 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.68 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FRC2020rTP12014 Matrix -MS Weight: 77 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 `Except* BOT CHORD Rigid ceiling directly applied or 7-6-6 oc bracing. 2-8,4-5: 2x6 SP No.2 REACTIONS. (size) 5=0-6-0, 8=0-6-0 Max Horz 8=252(LC 11) Max Uplift 5=-456(LC 12), 8=646(LC 12) Max Grav 5=759(LC 19), 8=907(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-875/1004, 3-4=-870/1021, 2-8=843/1143, 4-5=-682/876 BOT CHORD 7-8=-613/381 WEBS 2-7=-494/681, 3-7=151/308, 4-7=-732/688 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.Opsf; BCDL=2.Opsf; h=23ft; B=108ft; L=65ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-8 to 5-1-2, Interior(1) 5-1-2 to 7-1-0. Exterior(2E) 7-1-0 to 13-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 10.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=456,8=646. `,111111111111� I 34869 141 ��IIIrn 11►1��, Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 69134 Parke East Blvd. Tampa FL 33610 Date: January 27,2021 ®WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE kill-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 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 ANS11TPl1 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 Klein Residence T22615518 J40837 B02 Hip 2 1 Job Reference (optional) East L:oast I russ, Ft. Pierce, FL - 34946, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 2619:01:46 2021 Page 1 ID:Z?oSOUst2FcrLoBuwE IcmwyAM Kp-EOIMOfgIUTOPN2yhPGXvHDuC I5fpUQgXnFlffuzrOe3 -1.4-0 5-0-0 9-2-0 14-2-0 1-4-0 5-0-0 4-2-0 5-0-0 3x6 11 Plate 3.50 F12 48 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.73 TCDL 15.0 Lumber DOL 1.33 BC 0.25 BCLL 10.0 Rep Stress Incr YES WB 0.47 BCDL 10.0 Code FRC2020/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-10,5-6: 2x6 SP No.2 REACTIONS. (size) 10=0-6-0, 6=0-6-0 Max Horz 10=231(LC 11) Max Uplift 10=-646(LC 12), 6=456(LC 12) Max Grav 10=907(LC 1), 6=762(LC 18) Scale = 1,26.6 4x6 = 3x6 II DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.03 8-9 >999 240 MT20 2441190 Vert(CT) -0.04 6-8 >999 180 Horz(CT) -0.01 6 n/a n/a Weight: 82 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-875/1116, 3-4=-800/1096, 4-5=885/1069, 2-10=-856/1175, 5-6=-695/906 BOT CHORD 9-10=-397/280, 8-9=-1071/838 WEBS 3-9=-160/269, 4-8=204/300, 2-9=-730/765, 5-8=-938/764 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.Opsf; BCDL=2.Opsf; h=23ft; B=108ft; L=65ft; eave=7ft; Cat. II; Exp D; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 10.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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=646,6=456. 0% JUS ••v 16 i • J-;09 34869 • 41 • N A* Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Full' 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 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 ANSI/TPII 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 Klein Residence T22615519 J40837 B03G Hip Girder 1 1 Job Reference (optional) East toast truss, Ft. Pierce, FL - 34946, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 2619:01:48 2021 Page 1 I D: Z?oSOU st2 FcrLoBuwE IcmwyAM Kp-APt6pLs??4 G7cM63XhZN MezcAvJy Ncp EZE mj m zr0 e 1 -1-4-0 3-0-0 7-1-0 11-2-0 14-2-0 15-6-0 1-4-0 3-0-0 4-1-0 4-1-0 3-0-0 14-0 3.50 12 08 1x4 11 3 14 4 15 3x6 11 4x8 = Scale = 1:27.7 3-0-0 7-1-0 11-2-0 14-2-0 3-0-0 4-1-0 4-1-0 3-0-0 Plate Offsets (X,Y)— [3:0-5-4,0-2-01 [5:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.33 BCLL 10.0 Rep Stress Incr NO BCDL 10.0 Code FRC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-13,6-8: 2x6 SP No.2 REACTIONS. (size) 8=0-6-0, 13=0-6-0 Max Horz 13=-209(LC 6) Max Uplift 8=-1025(LC 8). 13=1025(LC 8) Max Grav 8=1082(LC 37), 13=1082(LC 36) CSI. DEFL. in (loc) I/clef] Lid TC 0.48 Vert(LL) 0.05 11 >999 240 BC 0.27 Vert(CT) -0.05 11-12 >999 180 WB 0.31 Horz(CT) -0.01 8 n/a n/a Matrix -MS 3x6 II PLATES GRIP MT20 244/190 Weight: 86 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=984/934, 3-4=1356/1305, 4-5=1356/1305, 5-6=-985/934, 2-13=-1039/1031, 6-8=-1039/1031 BOTCHORD 11-12=-843/953,9-11=-801/904 WEBS 3-12=-334/280, 3-11=-500/598, 4-11=425/433, 5-11=-501/598, 5-9=-334/280, 2-12=-947/1050, 6-9=-948/1051 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.Opsf; BCDL=2.Opsf; h=23ft; B=108ft; L=65ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 10.Opsf on the bottom chord in ail 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=1025. 13=1025. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 lb down and 131 lb up at 3-0-0, 142 lb down and 126 lb up at 5-0-12, 142 lb down and 126 lb up at 7-1-0, and 142 lb down and 126 lb up at 9-1-4, and 142 lb down and 131 lb up at 11-2-0 on top chord, and 158 lb down and 228 lb up at 3-0-0, 47 lb down and 46 Ito up at 5-0-12, 47 lb down and 46 lb up at 7-1-0, and 47 lb down and 46 lb up at 9-1-4, and 158 Ib down and 228 lb up at 11-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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=1.33, Plate Increase=1.25 Continued on page 2 %GEN ♦ 34869 f i .�0R1�,\,�� SS1�NA� E��`• 111 Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2021 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-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 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 ANS17TP11 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 Ply Ktein Residence Tty T22615519 J40837 803G Hip Girder 1 Job Reference (optional) w—i Asa, Fi. Fierce, ri- - sva4o, 5.430 s Nov 30 2020 MTek Industries, Inc. Tue Jan 2619:01:48 2021 Page 2 I D: Z?oSOUst2FcrLoBuwE IcmwyAM Kp-APt6pLs??4G7cM63XhZN MezcAvJyNcp EZE mjmzrOe 1 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=90, 2-3=90, 3-5=90, 5-6=90, 6-7=90, 8-13=-20 Concentrated Loads (lb) Vert: 3=1(B) 5=1(B) 12=15(B) 11=0(B) 4=1(B) 9=15(8) 14=1(B) 15=1(B) 16=0(B) 17=0(B) 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 ■■ 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, enaction and bracing of trusses and truss systems, see ANSYTPlf 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=ptional) T22615520 J40837 B04G Hip Girder 1 �a�r wd�i �s, Fi. Fierce, FL - 34946, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 2619:01:50 2021 Page 1 ID:Z?oSOUsl2FcrLo8uwE IcmwyAMKp-7n_tE 1 tFXhWrsgFSe5brR32yni?UQH46itjtofzrOe? -1-4-0 3-0-0 7-1-0 11-2-0 14-2-0 1-4-0 3-0-0 4-1-0 4-1-0 3-0-0 Scale = 126.6 3.50 12 3x6 11 3-0-0 48 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.33 BCLL 10.0 Rep Stress Incr NO BCDL 10.0 Code FRC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-12,6-7: 2x6 SP No.2 REACTIONS. (size) 7=0-6-0, 12=0-6-0 Max Horz 12=210(LC 7) Max Uplift 7=-792(LC 8), 12=1016(LC 8) Max Grav 7=948(LC 37), 12=1085(LC 36) 48 = 13 4 14 5 14-2-0 3x6 II CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TC 0.47 Vert(LL) 0.05 10 >999 240 MT20 244/190 BC 0.26 Vert(CT) -0.05 8-10 >999 180 WB 0.31 Horz(CT) -0.01 7 n/a n/a Matrix -MS Weight: 84 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-988/924, 3-4=1367/1282, 4-5=1367/1282, 5-6=-1002/895, 2-12=-1042/1022, 6-7=-904/797 BOT CHORD 10-11=-876/944, 6-10=-807/919 WEBS 3-11=-343/272, 3-10=-478/605, 4-10=424/431, 5-10=-516/590, 5-8=-327/317, 2-11=-932/1056, 6-8=-902/1035 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.Opsf; BCDL=2.Opsf; h=23ft; B=108ft; L=65ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 10.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. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=792, 12=1016. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 lb down and 131 lb up at 3-0-0. 142 lb down and 126 lb up at 5-0-12, 142 lb down and 126 lb up at 7-1-0, and 142 lb down and 126 lb up at 9-1-4, and 142 lb down and 131 lb up at 11-2-0 on top chord, and 158 lb down and 228 lb up at 3-0-0, 47 lb down and 46 Ito up at 5-0-12, 47 lb down and 46 lb up at 7-1-0, and 47 lb down and 46 lb up at 9-1-4, and 140 lb down and 145 lb up at 11-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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=1.33, Plate Increase=1.25 continued on page 2 `,♦IIIIIII/IIII ,`,�♦♦♦�vL1U S �E��i���' %GEN& 34869 lo r"1111111111♦♦♦ Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27.2021 ® WARNING - Venty 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/lPI7 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway. Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Klein Residence T22615520 J40837 B04G Hip Girder 1 1 Job Reference (optional) ts.4;iu s Nov 30 2U2U MiTek Industries, Inc. Tue Jan 2619:Oti50 2021 Page 2 ID:Z?oSOUst2FcrLo8uwElcmwyAMKp-7n_lE1 tFXhWrsgFSe5brR32yni?UQH46itjlof7rOe? LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=90, 2-3=90, 3-5=90, 5-6=90, 7-12=20 Concentrated Loads (lb) Vert: 3=-1(F) 5=1(F) 11=15(F) 10=0(F) 4=1(F) 8=-3(F) 13=1(1`) 14=1(F) 15=-O(F) 16=-0(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5l19/2020 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 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, we ANSYMI Duality 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 T22615521 J40837 MG1 Flat Girder 1 �Referenecnec(eoptional) East Coast Truss, Ft. Pierce, FL - 34946. 8.430 s Nov 30 2020 MTek Industries, Inc. Tue Jan 2619:01:51 2021 Page 1 I D:Z?oSOU st2FcrLo8uwE IcmwyAMKp-b_YFS Nutl?eiTpgeCp74_Hb3V6Jf9bgGxXTQK5zrOe_ 4-8-2 9-4-3 Special 8x8 = Special 4-8-2 Special 1x4 II Special Special 8x8 = Special 3 Scale = 1:17.7 1 IL HH UF "HT t1H II? N O 7 8 5 9 10 4 4x10 II LSSH210 4x6 — LSSH210 LSSH210 4x6 = 6 8x10 II LSSH210 4x10 I "Special" indicates special hanger(s) or other connection device(s) required at location(s) shown. The design/selection of such special connection device(s) is the responsibility of others. This applies to all applicable truss designs in this job. 4-8-2 94-3 4-8-2 4-8-2 Plate Offsets (X,Y)— [2:0-2-4,0-1-51,[5:0-5-4,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.10 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.40 Vert(CT) -0.13 5 >821 180 BCLL 10.0 Rep Stress Incr NO WB 0.87 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FRC2020/TPI2014 Matrix -MS Weight: 145 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 4-6: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 6=Mechanical, 4=Mechanical Max Uplift 6=-1939(LC 4), 4=1855(LC 4) Max Grav 6=3073(LC 25), 4=2964(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-2195/1382, 1-2=-5317/3371, 2-3=5317/3371, 3-4=2197/1383 BOT CHORD 5-6=-396/624, 4-5=392/619 WEBS 2-5=-2096/1355, 1-5=-3075/4849, 3-5=3082/4857 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) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 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) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.Opsf; BCDL=2.Opsf; h=23ft; B=108ft; L=65ft; eave=7ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 10.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. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=1939,4=1855. 11) Use USP LSSH210 (With 10-1Od nails into Girder & 7-1Od x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-4-15 from the left end to 7-4-15 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Special hanger(s) or other connection device(s) shall be provided starting at 0-1-12 from the left end to 9-2-7 sufficient to connect truss(es) to back face of top chord. The design/selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 �IIIIIII/lll c'ENs . .�. 34869 i 0* Julius Lee PE No.34869 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2021 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-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 M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7-Pl1 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 Klein Residence T22615521 J40837 MG1 Flat Girder 1 Job Reference o tional d.4JU 5. NOV SU ZOZU MI I eK Industries, Inc. Tue Jan 26 1 U:U1:b1 ZU21 Vage z ID:Z?oSOU st2 FcrLoBuwElcmwyAM Kp-b_YFS N utl?eiTpgeC p74_Hb3V6Jf9bgGxXTQK5zrOe_ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=406(B=316), 4-6=20 Concentrated Loads (Ib) Vert: 7=-533(F) 8=533(F) 9=533(F) 10=-533(F) 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 MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 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 ANSIITP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job T uss Truss Type Qty Ply Klein Residence T22615522 J40837 ZCJ1 Jack -Open 7 1 Job Reference (optional) uss, Ft. Pierce, FL - svavb, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 2619:01:52 2021 Page 1 ID:Z?oSOUst2FcrLo8uwElcmwyAMKp-3A6dfjvW3JmY5zPrm WeJ WU8F1 WgpuFUP9BC_sXzrOdz -1-4-0 0-11-4 ' 1-4-0 0-11-4 3.50 F12 Scale = 1:14.5 3xs 11 0-11-4 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.34 Vert(CT) -0.00 5 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FRC2020/TPI2014 Matrix -MR Weight: 9 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=0-6-0, 3=Mechanical, 4=Mechanical Max Horz 5=187(LC 12) Max Uplift 5=-280(LC 8), 3=87(LC 19). 4=-114(LC 12) Max Grav 5=349(LC 1), 3=78(LC 8), 4=90(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 2-5=-294/521 NOTES- 1) Wind: ASCE 7-16: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.Opsf; BCDL=2.Opsf; h=23ft; B=108ft; L=65ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. f 11//, 5) • This truss has been designed for a live load of 10.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between `,11111111 �� % will the bottom chord and any other members, with BCDL = 10.Opsf. <C 6) Refer to girder(s) for truss to truss connections. •••� Ci•E (� S' •• ,�I 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) ♦♦� F•••• 5=280,4=114. ♦ 34869 0 O R , 'D P. ��,♦ Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: January 27,2021 ® WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED h1ITEK REFERENCE PAGE MII-7473 rev. 5IM2020 BEFORE USE. Design valid for use only with MITek0 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 Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and 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 Truss Type Qty Ply Klein Residence ;J4083�7 �ZCJISI�� T22615523 Jack -Open 1 1 Job Reference o tional East Coast I russ, Ft. Pierce, FL - 34946, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 2619:01:53 2021 Page 1 I D:Z?oSOU st2FcrLo8uwElcmwyAMKp-XMg?s2v8gcuPj7_l JE9Y3igwlwOTdijYOryX0_zrOdy 0- -4 0_1 I 3.50 F12 2x4 11 Scale = 1:14.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.37 Vert(CT) -0.00 4 >999 180 BCLL 10.0 Rep Stress ]nor YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FRC2020/TPI2014 Matrix -MR Weight: 7 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4=0-6-0, 2=Mechanical, 3=Mechanical Max Horz 4=131(LC 12) Max Uplift 4=-147(LC 10), 2=105(LC 12), 3=-107(LC 12) Max Grav 4=166(LC 12), 2=84(LC 10), 3=107(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.Opsf; BCDL=2.Opsf; h=23ft; B=108ft; L=65ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 10.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. `111111111111111, `���,v� IU S L��1I, 6) Refer to girder(s) for truss to truss connections. •• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) ,��� ,•'�GEN S+'•, ♦ice 4=147, 2=105, 3=107.lo No 34869 o ♦,��S;Q N Ai 1E���� Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED hIITEK REFERENCE PAGE NIII-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 build ing 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 ANSI/rioll 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 Klein Residence T22615524 J40837 ZEJ3 Jack -Open 10 1 Jab Reference (optional) �asr coast "uss, ri. Pierce, FL - 34946, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 2619:01:53 2021 Page 1 ID:Z?oSOUst2FcrLo8uwElcmwyAMKp-XMg?s2v8gcuPj7_1 JE9Y3igPHwtDdijYOryXO_zrOdy -14-0 3-0-0 11-0 3-0-0 Scale = 1:17.4 5x6 II 3-0-0 3-0-0 Plate Offsets (X,Y)— (2:0-0-7 0-1-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.90 Vert(CT) 0.02 4-5 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.09 3 n/a n/a BCDL 10.0 Code FRC2020lTPI2014 Matrix -MR Weight: 15 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-6-0 oc bracing. REACTIONS. (size) 5=0-6-0, 3=Mechanical, 4=Mechanical Max Horz 5=234(LC 12) Max Uplift 5=-206(LC 12). 3=115(LC 12). 4=-41(LC 12) Max Grav 5=336(LC 1), 3=105(LC 17), 4=59(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-301/543 NOTES- 1) Wind: ASCE 7-16; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.Opsf; BCDL=2.Opsf; h=23ft; B=108ft; L=65ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 111111 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦♦♦`���US ' This truss has been designed for a live load of 10.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ♦ � • F ♦♦ Ci �i will fit between the bottom chord and any other members, with BCDL = 10.Opsf. � •E /v •••• � 6) Refer to girder(s) for truss to truss connections. �� : •�,� `SF••.• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Ot=lb) 5=206,3=115. No 34869 0 S ♦♦ Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2021 ® WARNING - Verify 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 verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS/1TPI1 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 Type Qty Ply Klein Residence �:�T22615525 �ZHJ3 J40837 Diagonal Hip Girder 3 1 Job Reference o tional • •" •� - ^� o.90u s Nov 6u zuzu MI I eK Inaustnes, Inc. I ue Jan 2b 1'J:U1:bb 2UZ1 Hage 1 I D: Z?oS 0 Ust2 FcrLo8uwE IcmwyAMKp-Tlom H kxO M E87yR8 Q Rf BO87m i ijg35cLrr9 ReS szr0 dw -1-10-10 4-2-3 1-10-10 4-2-3 3x6 11 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 10.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.33 Rep Stress Incr NO Code FRC2020/TPI2014 CSI. TC 0.91 BC 0.43 WB 0.06 Matrix -MP DEFL. Vert(LL) Vert(CT) Horz(CT) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 2-6: 2x6 SP No.2 REACTIONS. (size) 6=0-8-2, 3=Mechanical, 5=Mechanical Max Horz 6=227(LC 8) Max Uplift 6=-582(LC 8), 3=91(LC 8), 5=-154(LC 8) Max Grav 6=500(LC 30), 3=132(LC 28), 5=117(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-398/418 4-2-3 in (loc) I/deft Ud PLATES GRIP 0.04 5-6 >988 240 MT20 244/190 0.05 5-6 >912 180 -0.00 3 n/a n/a Weight: 28 lb FT = 0 Structural wood sheathing directly applied or 4-2-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.Opsf; BCDL=2.Opsf; h=23ft; B=108ft; L=65ft; eave=7ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 10.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 100 lb uplift at joint(s) 3 except (jt=lb) 6=582,5=154. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 229 lb down and 220 lb up at 1-4-15, and 229 lb down and 220 lb up at 1-4-15 on top chord, and 91 lb down and 147 lb up at 1-4-15, and 91 lb down and 147 lb up at 1-4-15 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=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=90, 2-3=90, 4-6=20 Concentrated Loads (lb) Vert: 7=142(F=71, B=71) 8=71(F=35, B=35) Scale = 1:17.2 �FF-*J�'��i GENS• No 34869 ,S;oNAt Julius Lee PE No.34869 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2021 ® WARNING - Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1I67473 rev. 5/19/2020 BEFORE USE. M Design valid for use only with Tek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 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 ANSIMP/1 Quality Criteria, DSBA9 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 Klein Residence T22615526 J40837 ZHJ3A Diagonal Hip Girder 1 1 Job Reference (optional) Cast Coast t russ, m. Pierce, FL - 34946, 2x3 11 2.48 12 8.430 s Nov 30 2020 MiTek Industries, Inc. TUB Jan 2619:01:56 2021 Page 1 ID:Z?oSOUst2FcrLo8uwE IcmwyAMKp-yxM6V4yO7XG—abjc?Mi FhKI_e71 Cg3A?4pAB?JzrOdv Scale = 1:17.2 4-2-3 Plate Offsets (X,Y)— [2:0-2-14 0-0-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.04 4-5 >998 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.37 Vert(CT) 0.05 4-5 >980 180 BCLL 10.0 Rep Stress Incr NO WB 0.02 Horz(CT) -0.00 2 n/a We BCDL 10.0 Code FRC2020/TPI2014 Matrix -MP Weight: 25 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-5: 2x6 SP No.2 REACTIONS. (size) 5=0-8-2, 2=Mechanical, 4=Mechanical Max Horz 5=60(LC 8) Max Uplift 5=279(LC 8), 2=152(LC 8), 4=-96(LC 8) Max Grav 5=352(LC 29), 2=177(LC 28), 4=109(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.Opsf; BCDL=2.Opsf; h=23ft; 6=108ft; L=65ft; eave=7ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,11111111/,,/ 5) ' This truss has been designed for a live load of 10.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. ,��iU.S 6) Refer to for truss to truss � •• �ji girder(s) connections. ���, •'•\Ci•E N S' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) �. F•'•� 5=279, 2=152. 8) Gap between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.500in.' 34869 • •: 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 184 lb down and 113 lb up at * : * " 1-4-15, and 223 lb down and 212 lb up at 1-4-15 on top chord, and 101 lb down and 109 lb up at 1-4-15, and 91 lb down and 147 lb up at 1-4-15 on bottom chord. The design/selection of such connection devices) is the responsibility of others. "0 : :X Z 10) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B).f��LOAD JN. CASE(S) Standard1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 it` RGUniform Loads ��/i, N A�- �.�, Vert: 1`2I90, 3-5=20 Concentrated Loads (lb) �1111111110� Vert: 6=68(B) 7=34(F=-1, B=35) Julius Lee PE No.34869 Mi fek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED tAITEK 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 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 ANS11TP/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 20601 Tampa, FL 36610 030 D co r � y � m > c� > cad �� ; X m`° - m G) r m� r .. Z D m �� ou ccovm a �Ti n o m Q-nO. o• D a —DI (D =N AlO O- O 0. O _ aco0 o� N 0 �(D O J2 o Q % 0Q°G�om�� �cwcQ � <n Z 3oi-� '(Dm 0�-i CD•O -n m �DpoC) Z � W o 3 c=, mo '• y 3 =-5 a) o- � m c� 'n o m a� c N � c us (o -- 0-•-o 3 N o D O p7 n-o G1 Cp NT N O. 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N f0 C n= O > N fD > t0 f/, n v O C)� c� omm 12 0 �.5. zN m0 c� o.N2 �° �� my 61�0- d .orn_� �n o(o- oa• CD �x me ys moa °' mN > S� �� o0 3m nd= ='c mn �m c'T.m " 7mm a`° goa0 Sj �m w t m ff crwom yjy .j� ? =3 am.mDy mD 34fDvo amm mma a,o3 w O o n ?� fmS 3c�°my^czm�02 mm mn m ` Q o d n O N .-: N d .N-. N N N O � N -O O -O O N f0 _ ❑ m ^1 ^. N �' = N — J N O 0 0 i— pp c N • � �S ? ��� a �� 5- 3� m� mo.^ v� Jm� �, om nnm°f y,c O F, E mo .-.N �n vd n �a .� FQ 2d m� 3 O ,< m y O O N o 3 Ol O m O O c 2 D y x 3' 5 '< � � m m � o. o -o Er m -. m n S. Cn- CD F�a,:a F o f M O o CL v c m m a m S' m '° m ! m _ 0' o c v o > 'o �. d n 0 D. y m m Q m n n c o m-n n O o m moo N o m o < o N -a -' m °i o-' c o 3 m CD m 3 ' m `< CD Carl G. Forbes, P.E. 555 South Pompano Pkwy. Pompano Beach, '.PV 33069 (954) 682-6651 TYPICAL DETAIL INDEX SHEET l . DT1 Compression Member Bracing Requirements 2. DT2 Nailing Pattern for Open Jacks 3. DT3 Trussed, Valley Set Detail 4. DT4 Trussed Valley Set Detail — High Wind 1 5. DT5 Trussed Valley Set'Detail —High Wind 1 6. DT6 Standard Piggyback Truss Detail 7. DT7 Standard Repair Detail for Broken Chords, Webs, .. . S. DT8 Standard Repair for Addinga•=a False Bottom Chord b`" 9. DT.9 Scab Applied Overhangs 10. D'I 10 Standard Gable End Detail' ''Sheet 1 11. DTI Standard Gable End Detail— Sheet 2 12. DT12 Bearing Block Detail 13. DT13 Lateral Bracing Recommendations 14. DT14 Cantilevered Corner Strapping Detail 15. DT15 Repair to. (Re)Move Interior Vertical Member 16. DTI Maximum:Allowable Reactions for Toe -Nail Con' ection;; 17. DT17 Quick Reference Guide to Hanger Load Capacity Carl G. Forbes, P.E .License # PE=20699 w4-i A L1J � Manuel Martinez, P.E. 4920 Farlavay Drive Faint Cloud, FL 34771 ID: DTI May 15, 2018 Subject: Compression Member Bracing Requirements Compression web bracing shall be applied to all specified members, indicated by and X on the corresponding engineering sheet supplied by East Coast Truss. Continuous lateral bracing is required in order to reduce the effective length of individual truss web members. To apply continuous lateral bracing, a minimum run of 3 like webs must be present. A Ix4 Construction Grade Spruce — Pine — Fir or better, bracing material is adequate for continuous lateral bracing (CLB) in order to reduce the effective length of individual truss web members. A 1 x4 Construction Grade Spruce — Pine — Fir or better, "T" brace or one scab brace (same size and grade as web, attached with 10d nails at 4" o.c. staggered) may be substituted for single CLB. One 2x4 Construction Grade Spruce — Pine — Fir or better, "T" brace or two scab braces, one per face (same size and grade as web, attached to each face with 10d nails at 4" o.c. staggered) may be substituted when two CLB's are specified. The "T" braces are to be nailed to flat edge (1 %" dimension) of the web member with 10d common nails, spaced 4" o.c. The "T" brace and scab brace must be a minimum length of 90% of the web length. Whatever bracing you use, it may be placed on the top or bottom edge of the web member. Please note, since Construction Grade Spruce — Pine — Fir is the minimum allowed for Ix4 or 2x4 CLB and "T" bracing, better or equal grade of Spruce — Pine — Fir and Southern Pine may also be used. Also, you may substitute (2) 1x4 for (1) 2x4 "T" brace. Manuel Martinez, RE License # PE-047182 f .. .. '� B'� A B -11ha0"19nOd 6,l4an,al 6lmd_ D�rr.<.ur.--Id-Tun Aces Dudneu SJl B 0 ILJI ne,a�ln:.c,o 4AU0Eel ASSOCIATES PA. m.,tin,al 6laninea. •' 0.A7357.IO300100.100.1.1MO10710600 0014011 OEO60000111, �119 Y+ry YliJ! ez 0-1010L5.71119@16-0"Qw Ado6.A..ba,DCv jd iDls.vo6�oae :FCrts . -0B B! i,; ;nFF Sfl Bl BO 06 7F .3.00 94 2E 65 FB .n br rJ... ,1^• Carl G. Forbes, P.E. 555 South Pompano Plcvy. Pompano Beach, FL 33069 (954) 682-6651 ID: DT2 To Whom It May Concern: The nailing pattern specified for open end jacks also works for closed end jacks; as long as the spans are the same. The number of nail to top chord and bottom chord are the same for trusses of the same span. If a jack with an end vertical is only nailed at the bottom chord, then nailing pattern of hanger must be specified. If you have any questions, please fi•ee to contact me at (772)466-24g0 Sincerely, Carl G. Forbes, P.E License # PE-20699 " CC, 1.31 June 23, 2017 East Coast Truss 14515 North Outer Forty Drive 5285 St. Ludie Blvd. Suite 300 Ft. Pierce, FL 34946 Chesterfield, MO 63017-5746 314-434-1200 RE:Bracing of flat top chords To Whom It May Concern: Truss top chords and bottom chords require bracing to reduce the effective buckling length of the individual truss members. The bracing requirements for a given truss are shown on the sealed truss engineering drawing. Bracing may consist of continuous sheathing (such as plywood or gypsum board) or lateral bracing at specified intervals, depending on the specific truss design. When lateral bracing such as purlins is specified on the sealed truss drawing for the flat top chord portions of a roof truss, structural roof sheathing (such as 3/8-in. or thicker wood structural plywood or OSB sheathing) attached to the top chord and fastened in accordance with the governing building codes or standards may be substituted for the lateral bracing (purlins). Please contact our office if you have any questions or comments. Sincerely, P! o 5 8 'i 0 STf\TE''bF RHO J. MIC92n PC i MUI,?o '.h T:k USA. Inc. FL Ccrt 65,;1 6804 Padx Cast Dal. Talapa FL 33610 Data: June 23,2017 ENGINEERED TRUSS SYSTEMS, TIMBER PRODUCTS EAST COAST TRUSS To whom it may concern: Re: Level returns 2 ft. long or less. Please be advised that level returns 2ft long or less do not need to be attached to the wall. If you have any questions please feel free to contact us. beENs 4752• r c ZlIAEQF L� AU� Ma nuer�rnrrrrl�nai� 1dunT ACESanina[ e�US. o=IticnhuscACES tlwiness . Mpiolcm�llvp ou=M ANDE •ASSOC.TES Pry Uj=m n-cl hwan c' Martinez 000130979CE2770000517�109G700 Dale: 2014.03.04 13:16:23.05-W' 5285 St. Lucie Boulevard • Fort Pierce, FL 34946 T 772.466.2480 • F 772.466.5336 I Ht U55U VALLtY 5t I Utz AIL D: DT3 ! (HIGH WIND VELOCITY) I ST-VALLEY NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING ATTACH VALLEY TRUSSES TO SUPPORTING MEMBERS FOR FORCES INDICATED ON THE ENGINEERING SHEET OR EACH VALLEY TRUS OR ATTACH FOR 3601X UPLIFT FORCE AT 48" SPACINIG OR ATTACH FOR 180fP UPLIFT FORCE AT 24" SPACING. 'NOTES: SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES - THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. MAXIMUM WIND SPEED _ 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND DURATION OF LOAD INCREASE: 1.33 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12. (MAXIMUM 12112 PITCH) Page 1 of 1 CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH I E VELED� CHORD �\ ..:....... 1 LANUARY 12, 2017 _1 TRUSSED VALLEY SET DETAIL MiTek USA, Inc. I J LJ ENGInEEf1Ea OY _ GABLE END, COMMON TRUSS A ruT.k AM hale OR GIRDER TRUSS VALLEY TRUSS TYPICAL SECURE VALLEY TRUSS W/ ONE ROW OF 16d NAILS 6" O.C. Its GENERAL SPECIFICATIONS MII-VALLEY SPF MTek USA, Inc. Page 1 of 1 1. NAIL SIZE 16d (0.131" X 3.5") 2. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 4. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUAL TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 5. NAILING DONE PER NDS - 05 6. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES VALLEY TRUSS TYPICAL GABLE END. COMMON TRUSS WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 120 MPH WIND DESIGN PER ASCE 7-10 150 MPH ATTACH 2x4 CONTINUOUS NO.2 SPF MAX MEAN ROOF HEIGHT = 30 FEET TO THE ROOF W/ TWO 16d NAILS ROOF PITCH = MINIMUM 3112 MAXIMUM 10/12 INTO EACH BASE TRUSS. CATEGORY II BUILDING EXPOSURE C OR B WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 60 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES DETAIL A (MAXIMUM 1" SHEATHING) N.T.S. I 2-:7Al:rnl:G - "e"Y C_cfgn par neum end REAL) 110TCS ON rill& AND INCLUDED L.ITEi( REFERE::CE pAGE 4fll.7.173 mv. 10ia 1a15 DEFORE USE. Design valid for use only will. MITak®mrmegas. TNs design Is based -nly -Pan parametos shown, and 1s far an In6vldual tndtdng I la's mprenL not a Wss syslom Dolma use, Uw "ding designer must ycdly the applicability of doslgn paremators and properly Incofpomto WIs design Into Uno overall. brildng dasign. Burring indicated is to prevent buckling of IWMdu,l I" lob and/or chord owmbets only. Add6anel lompewry and ItoMpermanent erall. is allay. required for stability and to provont eallarao will, possible personal Ir4ury and property damage. For gonoral0rudadco regarding Ia1xlcallan, slarago. dctivcry, creation and bmdna or lmssm and truss systems•sea ANSI?Pll quatlly Crlfefla,DSB-69 and SCSI B-Ildfng Component Saforylnt--t on -,enable from Truss P1.le Inslpula. 218 N. Leo Slroc , Suite 312, Aloxandda, VA22314. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. •":x �� •,7c•1 i•i ;tee January 21,2019 ;asis&s� CID _Ryl q 6904 Perko East SIM. Tampa, FL 36610 1121/2019 9:21:30 AM YKW AUGUST 1, 2016 v i JU MiTek USA, Inc. IJI 1L." a A tnlTas Are, — SECURE VALLEY TRUSS W/ ONE ROW OF 16d NAILS 6" O.0 ATTACH 2x4 CONTINUOUS NO.2 SP TO THE ROOF W/ TWO 16d NAILS INTO EACH BASE TRUSS. TRUSSED VALLEY SET DETAIL I MII-VALLEY SP GABLE END, COMMON TRUSS OR GIRDER TRUSS DETAIL A (MAXIMUM 1rr SHEATHING) N.T.S. MiTek USA, Inc. Page 1 of 1 GENERAL SPECIFICATIONS 1. NAIL SIZE 16d (0.131" X 3.5") 2. INSTALL VALLEYTRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 4. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE nIMFNCinN nc Tuc —r_LEY TRUSS SPACING. SON TRUSS WIND DESIGN PER ASCE 7-98, ASCE 7.02. ASCE 7-05 120 MPH WIND DESIGN PER ASCE 7-10 150 MPH MAX MEAN ROOF HEIGHT = 3D FEET ROOF PITCH = MINIMUM 3112 MAXIMUM 10/12 CATEGORY II BUILDING EXPOSURE C OR B WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 60 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 4.2 PSF ON THE TRUSSES Q ,tv.:R.'.vA'u VuriQ�dry-npa.nravr.:�nl RcAU XUI'ES Of:Th'15.1!lDI;:CLUDEU L'lTE!(.SEfEREflCE �1GE Lll!•7v3ray. lo/a3/3a15 DEFORE USE. Design vo6d far use only with WOO connector^.. TNs dodpn Is based only upon paramolois shown, and Is far an Individual building con"nont not u I—S system Be[ -,.use, Ilia Wildirp dasignor must vorlry ihu oppl-bgity of design parameters oad properly inaarpomlo ads design Into the evmag oullding dasipn. Bradnp Indloolad Is to prevent bu,Wing of Individual truss web and/or shard minbois onty. Addillonol Iamporory and pormanent brndtq is'Ways ruquirad for stability and to proven) eogapso with possible personal Injury and property danugo. For general guidance warudina lit. fobtier6on, Merolla. delivery. areclion and bracing of busses and Inrss systems, sea ANSUTP11 Onallty Criteda, DS&89 andBCSI Bullding Cornpananf Solatyinformallon available ham Truss Plata Institute. 215 N. Luu Sir"[, Suite 312. Alorandda, VA22314. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. l_ PF;%t•6:_ ..'-tiyistirj>'�rriei= January 21,2019 inM9 i Aw - 6604 Parka East Blvd. Tampa, FL 36610 1121/2019 9:21:30 AM YKW FEBRUARY 12, 2014 I STANDARD PIGGYBACK TRUSS CONNECTION DETAIL T-FT-PIGGY-D (--� �0� oU o0 © oc� a MiTelc USA, Inc. PIGGYBACK TRUSS MUST BE OF SOUTHERN PINE, REFER TO MITEK TRUSS DESIGN DRAWIMI BASE TRUSS MUST BE OF SOUTHERN PINE, REFER TO MITEK TRUSS DE; PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24' O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) 0.131' X 3.5' NAILS EACH. 2 X X 4'-0' SCAB, SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, ATTACHED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF 0.137" X 3- NAILS @ 4- O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND PIGGYBACK SPAN DOES NOT EXCEED 1211. E • ATTACH 8.5- x 12- x 1/2' PLYWOOD (or 7/16- OSB) GUSSET TO EACH SIDE, AT EACH END AND AT 48' O.C. OR LESS USING 7 - 6d (0.113- X 2-) NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 28 NAILS) PLYWOOD DEPTH MUST COVER TOP CHORD OF BASE TRUSS AND BOTTOM CHORD OF PIGGYBACK TRUSS. INCREASE PLYWOOD DEPTH AS NEEDED. WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE ATTACH 7.0" x 12" x 1/2" PLYWOOD (or 7/15' OSd) GUSSET TO EACH SIDE, AT EACH END AND AT 24" O.C. OR LESS USING 7 - 6d (0.113" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 20 NAILS). PLYWOOD DEPTH MUST COVER TOP CHORD OF BASE TRUSS AND BOTTOM CHORD OF PIGGYBACK TRUSS. INCREASE PLYWOOD DEPTH AS NEEDED. VERTICAL WEB TO EXTENDTHROUGH BOTTOM CHORD OF PIGGYBACK MAXIMUM WIND SPEED = 180 MPH MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O.C. EXPOSURE B , C or D ASCE 7-10 DURATION OF LOAD INCREASE: 1.33 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all Permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x _ x W-0' SCAB TO EACH FACE OF TRUSS ASSEMLY NAILS SPACED 4" CBFROMTEACH FACE2 ROWSD, (S ZE10d(ANDiGRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LEIS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. ' `11111111(11TT •``'�P,eL S'. MI., q No 53681 STATE ,OF : (U� :G �� S,O N Al 1�';,,�� FL Cert. 6634 April 25, 2014 DT7 JANUARY 1, 2009 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS I ST-REP01 Al 1 AND DAMAGED OR MISSING CHORD SPLICE PLATES moo 0 00 D=a V1iTek Industries, Inc. MTek rk,.,.i,.- — . NUMBER O EACH SIDE BREAK' i XINCHES 24" MAXIMUM FORCE (Ibs)15% LOAD DURATION SYP DF SPF HF 20 2x6 30 2x4 1706 2x6 2559 2x4 1561 2x6 2342 2x4 1320 2x6 1980 2x4 1352 2x6 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2603 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 44 66 42" 48" 3169 3657 4754 5485 2900 3346 4350 5019 2451 2829 3677 4243 2511 3767 2898 4347 Di V tut tuLIALLY FRONT AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN.(.131"dia. x 3") STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2.0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0.3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: -A L=(2)X+C • 10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES tttl r 1 rr lrr NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. ,`i�t�L S. rLjrfrr ti"`,��� •��G E 1�1 S •. �� r F THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED ti REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OFSUPPORTIRG THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING Y i REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID� UNUSUAL SPLITTING I••• 7 ' _ a . Q OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF BACKUP WEIGHT IS RECOMMENDED TO AVOID _ r�U'. STATE rU ti LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2u_ ORIENTATION ONLY. 6. THIS ,OF .• ,t. Ff/ �� REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. frf{t�s .QAG'tti� rrrrr1111 FL Cert. %34 March 19, 2012 DT8 JANUARY 1, 2009 00 � Cro D=a MiTek Industries, Inc. VERTICAL STUDS @ 48" O.C.. ATTACHED WITH (3) - 10d ( 0.131" DIAM. x 3" LONG) NAILS AT EACH END OF VERTICAL (TYP.). STANDARD REPAIR FOR ADDING —F A FALSE BOTTOM CHORD ST-REP10 VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER) SPF, HF, DF OR SYP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE. USED) NOTES: 2 x 4 NO.2 (OR BETTER) SPF, HF, DF OR SYP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) MiTek Industries, Chesterfield, MO Page 1 01 MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN TRUSS (SPACING = 24" O.C.) REFER TO THE BOTTOM CHORD BRACING SECTION OF THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL 15 NOT DIRECTLY ATTACHED TO THE BOTTOM CHORD. TRUSS SPAN I. LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL = 0 PSF, DL =10 PSF. 2 REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. 3. MAXIMUM BOTTOM CHORD PITCH = 6/12. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. titisltY�Irrrr�r4 '�P`Eti �:1 Na 536R1 STATECY O R ; O �\�1/j J FL Cent. 6634 March 19, 2012 DT9 JANUARY 1, 2009 pn[I] 0 00 o0 =a MiTek Industries, Inc. SCAB APPLIED OVERHANGS ST-REP13A TRUSS CRITERIA: M1rek Industries, Chesterfield, MO Page 1 of 1 LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 PITCH: 4/12 - 12J12 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2x SCAB (MINIMUM NO.2 GRADE SPF, HF, SYP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148"DIA. x 3") SPACED 6" O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. �z�tttttt3f Jj�rr NG�S,P�L Fr E tVs'•.C�'/ Sri F �: IMPORTANT M1!q 53r$i •'n ,•' This detail to be used only with trusses (spans less than 40) spaced 24" o.c. maximum and having— pitches between 4/12 and 12/12 and — 44 i = •i'") � `.. total top chord loads not exceeding 50 lost. , ��C —:,ti Trusses not fitting these criteria should be examined individually. S IATE :Of EFER TO INDIVIDUAL TRUSS DESIGN [FORPLATE SIZES AND LUMBER GRADES 1,,jJjjrQ�A; ..... tt``\ FL Celt, 6634 March 19, 2012 n,r'i. o FEBRUARY 14, 2012 `ADO � o0 O CAD 0=a MiTel( Industries, Inc. DIAGONAL BRACE Standard Gable End Detail Typical_x4 L-Brace Nailed To 2x_ Verlicals W/1 Od Nails, 6" o.c. \ Vertical Slud SECTION B-B TRUSS GEOMETRYAND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 Q Varies to Common Truss ST-GE130-001 MTek Industries, Chesterfield, MO Page 1 of 2 Vertical Stud (4) -16d Common Wire Nails DIAGONAL \ BRACE 16d Common �— Wire Nags 7--y Spaced 6' o.c. (2) - tOd Common Wire Nails into 2x6 2x6 SIW or 2x4 No.2 of hslier TypicalHorizontal Brace Nailed To 2x Vedlcals SECTION A -A 2x\stud W/(4)-10dCommon Nails SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING * TO TRUSSES WITH (2) - tOd NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH 3x4 = (5) -10d COMMON WIRE NAILS. k - Diagonal Bracing + ti - L-Bracing Refer Refer to Section A -A to Section B-B NOTE: 1. MINIMUM GRADE OF t/2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT, 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT SLOG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. •I. 'L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT C-0- O.C. S. C014STRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6- O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4)10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD`DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPETRUSSES. 1 \\ SHEATHING TO 2x4 S - 8d NAILS MINIMUMD SP BPLYWOLOCK 12i:-Mj- Roof Sheathing—\ Diag. Brace at 1/3 point: if needed Minimum Si SSize and Grade Stud tud Spacing Species Without Brace 1x4 L-Brace 2x4 L-Brace DIAGONAL 2 DIAGONAL BRACES AT BRACE 113 POINTS Maximum Stud Length 2x,r SPF Std/Stud 12" O.C. 4.0-7 4-3-2 6-0-4 8-0-15 12-1-6 2x4 SPFSId/Stud 16" O.C. 3.7-0 3.8.4 5.2-10 7-1-15 10-8-15 2x4 SPFSId/Stud 24" O.C. 2-11-1 3-0-2 4-3-2 5.10-3 B-9.4 J;- Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails Bin o.c., with 3in minimum end distance. Brace must cover 90 % of diagonal length. MAX MEAN ROOF HEIGHT . 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7.02. ASCE 7.05 130 MPH ASCE 7-10 160 MPH DURATION OF LOAD INCREASE: 1.60 STUD DESIGN IS BASED ON COMPONENTS AND C CONNECTION OF BRACING IS BASED ON MWFRS. End Wall Max Max. f - 10d NAILS @ 24" o.c. kDAGONAL BRACE SPACED 40'O.C. ACHED TO VERTICAL WITH (4) -16d MON WIRE NAILS AND ATTACHED := TO BLOCKING WITH (5) -10d COMMONS. HORIZONTAL BRACE (SEE SECTION A -A) r?,F�r`lr NO 5A681 y �x STATE 6 F . tCr: r CY- fQ N 1, 10 FL Cert. 6634 March 19, 2012 DTI FEBRUARY 14, 2012 I Standard Gable End Detail I SHEET 2 O� ® MiTelc Industries, Chesterfield, MO Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD L v�Jouo Trusses @ 24" o.c. �� HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48' O.C. (SEE SECTION A -A) ATTACHED TO VERTICAL WITH (4) -16d N1iTelc Industries, Inc. Roof Sheathing--I heathing ` ON WIRE NAILS AD ATTACHED TO BLOCKING NG WITH (5) r10d COMMONS. Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE CEIU14G DIAPHRAGM AND ITS ATTACHMENT TO THE NAIL DIAGONAL BRACE TO PURUN WITH TWO 16d NAILS TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT 'I MAY RESULT FROM THE BRACING OF THE GABLE ENDS '$)' X 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH. FASTEN PURLIN TO BLOCKING WI TWO 16d NAILS (MIN) Diag. Brace \ PROVIDE at 1 /3 points needed \ \ 2x4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES X ON EITHER Sif AS NOTED. TOENAIL x TTOTR SSESIDE WITH(2)-10dNAIILSATEA HCKING END. ATTACH DIAGONAL BRACE TO BLOCING WITH End Wall (5) -10d COMMON WIRE NAILS. -. ....- ., .�,._,..._ . ,, .. ,_ I I CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2: ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH (ASCE 7-90, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131-X3') NAILS SPACED 6-O.C. FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05). 150 MPH (ASCE 7-10) NAILALL MEMBERS WITH TWO ROWS OF 10d (.131- X 3') NAILS SPACED 6-O.C. (2X 4 STUDS MINIMUM) SCAB ALO VERTICAL STRUCTURAL GABLETRUSS MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VAUD AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRUSS / BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESISTALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. B tt;«t�lltrrrr�,f,r NOTE: THIS DETAIL IS TO BE USED ONLY FOR �~1; "" •:'Y� jrr STRUCTURAL GABLES WITH INLAYED / �ti'''.�t •�>,G E b� �. �i j �, STUDS. TRUSSES WITHOUT INLAYED . •-,��Y, STUDS ARE NOTADDRESSEDHERE. Y No :iifiR1 STANDARD / .. -0 GABLE TRUSS STATE 0 F lLl. ` �f'f�°,r0(Vki FL Celt. 6834 March 19, 2012 DTl2 JANUARY 1, 2009 BEARING BLOCK DETAIL ST-BLCK1 OIL ® REFER TO INDIVIDUAL TRUSS DESIGN M7eklndusides, Chesterfield, MO Page 1 of 1 00 FOR PLATE SIZES AND LUMBER GRADES oo IMPORTANT �� This detail to be used only with one ply trusses with a D.O.L. lumber increase (�o of 1.15 or higher. L�a MiTek Industries, Inc. Trusses not fitting these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE LUMBER GRADE ALLOWABLE REACTION BEARINGB BEARING BLOCK BEARING BLOCI(&WOOD BEARING ALLOWABLE LOADS NAILING LING PATTERN (Ib) ALLOWABLE LOADS ALLOWABLELOAD (Ib) TOTAL EQUIVALENT BEARING LENGTH 2x4 BOTTOM CHORD SYP 2966 975 3941 0-4-10 2 ROWS @ 3.O.C. DF 3281 892 4173 0.4-7 (8 TOTAL NAILS) HF 2126 772 2898 0-4-12 SPF 2231 754 2985 0.4-11 SYP 2966 1462 4428 0-5-3 2xB BOTTOM CHORD DF 3281 1338 4619 0-4-14 3 ROWS @ 3- O.C. (12 TOTAL NAILS) I -IF 2126 1159 3285 0-5-G SPF 2231 1131 3362 0-54 SYP 2966 1950 4916 0-5-12 2xB BOTTOM CHORD 4 ROWS @ 3' O.C. DF 3281 1784 5065 0-5-6 (1 B TOTAL NAILS) HF 2126 1545 3671 0-6-0 SPF 2231 1508 3739 0.5-13 CASE2 /[C--ASa I U."MINIMUM EL HEIGHT X1 x BRG BLOCK TO BE SAME 12' BLOCK SIZE, GRADE, & SPECIES l o AS EXISTING BOTTOM CHORD. 12-BLOCK APPLY TO ONE FACE OF TRUSS. MOTES: 1. USE LOWER OFTOP PLATE OR TRUSS WOOD SPECIES. ltltilt 1+111\ trrftj S, �9� ter, 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS `,,��� �PEL 'kG E N,3 ••.•C�'i TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ti \G • ,� ARE 10d (.131" DIAM. x 3") - Nn 536A1 r. BEARINGS NOT NEARER THAN 3" TO THE END - rr �FOR a OF A MEMBER (CASE 2), THESE VALUES MAYBE MULTIPLIED BY A BEARING FACTOR OF 1.10F J11y C� •• lq � LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: frrrt SYP = 565 psi r�Ji 1At11�10 DF = 625 psi HF = 405 psi SPF = 425 psi FL Cert 6634 NOTE: VALUES Do NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. March 19, 2012 D`I'13 FEBRUARY 8, 2008 © o0 (� V FI MiTek Industries, Inc. LATERAL BRACING RECOMMENDATIONS I ST-STRGBCK M)Tek Industries, Chestefeld, MO Page 1 of 1 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2x6 "STRONGBACI<" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF BOTTOM CHORD, IS CONTINUOUS FROM END TO END E— , CONNECT THE TRUSS WHEN IT IS PLACED ON TOP OF THE ED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, THE ENDS. ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING WITH 3 SCAB WITH (3) - 1Od NAILS WEB WFACE OF ANCHOR TO ATTACH (0EB () - 10d NAILS (0.131"x 3") (DO NOT CHORD INTO LEDGE OF TYPE CREW.SIGBACK TO TOP CHORDUSE VtH IICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ANCI IOR TO ATTACH TO BOTTOM CHORD TRUSS ATTACH TO VERTICAL WEB WITH (3)- 10d NAILS (0.131" x 3") OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0.131" x 3") IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) -10d NAILS (0.131"x 3") 2x6 q 4.0-0 WALL STRONGBACK I (TYPICAL SPLICE) (BYO' ATTACH TO VERTICAL WEB WITH (3) -10d NAILS (0.131 "x 3") ATTACH TO CHORD WITH TWO912x3" WOOD SCREWS (.216" DIAM.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A V-0" LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) -10d NAILS (0.131" x 3") EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) -1 Od NAILS (0.131" x 3") STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) BLOCKING �tlttt1e11rt�ffrJ ,tiff% pit s. Jrf (BY OTHERS' tti `�,• ... r� E Ngtqj •: `' is ."'-� �c .'' STATE rJf�S 0 N Aj,iltrilol"Sl FL Cert. 6634 M:irc11 19, 2012 AUGUST 1, 2016 --`•- I __II I MiTek USA, Inc. r �L JWMEREO by A laiych 1lrrillalc LATERAL TOE -NAIL DETAIL , MIT -TOENAIL NOTES: Mirek USA, Inc. Page 1 of 1 1. TOE -NAILS SHALL BE DRIVEN ATAN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT SIDE VIEW SIDE VIEW 3 Nall x S (2x3) 3 2 NAILS TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (lb/nail) NEAR SIDE _.. r---....._ ._-.__... _--'--r--`-- ----•- NEARSIDE DIAM. SP OF HF-i SPF SPF-S a FAR SIDE 80.6 s9.9 se.4 Ss.7 NEARSIDE +FARsmE 1 O 135 935 85 G 74.2 _7_2.6_ 63.4 rn 1.6 118.3 108.3 3.9 91.9 80,2 I .... �a ` 9 z _1-26 84.1 ... ! 76.9 66.7 65.3 57.0 f 60,6 69.9 68.4 59.7_ I .1.18 106.6 97.6 - 84.7 82.8 72.3 - - ----. . - -- L. I[, 120 73-g 67.6_ _-iI_5_B.Z_ _57A--- 50.1 _ O .128 -84.1 76.9 I 66.7 65.3 --- - 57.0 o i 31 1 88.1 80.6 69.9 68.4 59.7 _ 148 I 106.6 97.6 84.7 82.8723 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE. (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of -1.15: 3 (flails) X 91.9 (lb/nail) X 1.15 (DOL) = 31'7.0 lb Maximum Capacity ! 45 DEGREE ANGLE BEVEL CUT I SIDE VIEW (2x3) 2 NAILS _-- XNEAR SIOE NEAR SIDE SIDE VIEW (2x4) 3 NAILS t NEAR SIDE /\ NEAR SIDE NEAR SIDE VIEWS SHOWN ARE FOF- ILLUSTRATION PURPOSES ONLY SIDE VIEW (w) V 4 NAILS 30.00° ,I, U3 I`li_ r!/ i I lentos A. ; ili);11i1 Pc f jo.:.9300 Pe'i lel: USA. Inc. FL 8004 Fa.!:c L•a5t IvLI'iarnpzFL:33S10 F SIDE SIDE SIDE IDE SIDE VIEW (2x6) 4 NAILS August 15,2018 tVARIIING -Verily design parameters andREAO NOTES Oil TNIS AND INCLUDED 611TE1( REFERENCE PAGE h11t-7470 rev. 1010312015 BEFORE USE. �s� Design valid for use only will) A1ToW41, connectors. This dosign is based only upon parameters shorn, and Is for an Individual bullding eanpanenl, not � _: J a uuss system. Bolero lac, Ina budding designer must verity the applicability of design parameters and pmperfy incorporate this design Into the overall ` - buildvl9 de51911. Betting inill"lud Is to prevent suckling of individual Imss web and/or chord members only. Additional temporary aid parmanent bracing is af.vays requimd for stability and to prevent collapso ivilh possible personal Injury and property damage. For general guidance regarding the lubncdian. storage• delivery, afection and bracing of Imssas and Truss systems, sae Safety Information avadabic from Truss Plate Institute, 218 N. Lcc Street, Suite 912, Alc,<andNa, API11 Quality Criteria. DSB-89 and SCSI Building Component 6904 Park. Easl Blvd. __.. ....__..._.. _._.__......__._.. Tampa. FL 36610 .Cal 4m BNq Z C in -OEM— Nib 'DAIn. Ica Lp, E. DT15 JANUARY 1, 2009 I REPAIR TO (RE)MOVE INTERIOR VERTICAL MEMBER I ST-REP20 I � i�OO ® 1y I��fll���fffr MiTefc Industries, Chesterfield, MO Page 1 Of 7 1. THIS IS A SPECIFIC 0 0o REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION �C===========--� ��-�� �uJ U �a OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED �--� MiTek Industries, Inc. REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. TRUSS CRITERIA LOADING: 40-10.0-10 (MAX) DURATION FACTOR :1.15 TRUSS SPACING: 24" MAXIMUM CHORD SIZE: 2X 4 OR LARGER (NO 2 MIN GRADE) TOP CHORD PITCH: 3112-12112 BOTTOM CHORD PITCH: 1.5112 - 8/12 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES ATTACH 2X4 SPF NO.2 TO ONE FACE OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND CLUSTER OF (3) 10d (3' X 0.131') NAILS IN EACH MEMBER. SCAB MUST BE ATTACHED TO A MINIMUM THREE TRUSS MEMBERS. >vol ill'lll" L S' lT9f''4 ,r J:No 536a1 ;• STATE /;OF :'4UZ '�.rS C Q R k P CIN ll ONM' 1��1`��ti Oerl. 6634 FL March 19, 2012 D n M`- ti� s e° fix, ,rrxr�d Cj r �• r, rr,f• .5 ` 1' Ili:..; �.r,�•. ��, h .ry,�. 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Pompano Beach, FL 33069 (954)682-6651 Simpson Strong Tie 1 wult-ra Kt:t-Kt1M(;E GUIDE REFER TO CATALOGUE FOR DETAILS �Nlanufaclurer STOCK HANGER LIST pageft GRAVITY UPLIFT ROOF GRAVITY UPLIFT iSmmpson U24 Loose 1113 364 ISirtipson HUS26 132 3335 1550 Simpson HUS28-2 74 1960 1550 Simpson HHUS28-2 133 6440 2000 Reduced for 2x6BC =4265 1 Simpson HTU210 135 5995 3315 Heel less then 9.25" = 4355 1330 330 Simpson HUC414 76 4335 2015 Simpson FIGUS28-3 133 7460 3235 Simpson IIGUS28-2 133 7460 3235 Simpson HGUS414 133 10100 5515 Simpson IiGUS214-4 133 9600 5045 Simpson HGUS7.25 106 9100 4095 Simpson LSSU210 123 1205 785 Skewable $ Slopeable Simpson LSSU410 123 3035 1150 Simpson MTHIVI 141 H-2010/J-1005 H715/J360 Simpson SUL26 07 1055 765 Simpson SUR26 87 1055 765 Simpson TFIJA26 140 H-2450/J-815 H-720/J-240 FLOORS Simpson HHUS48 133 4215 2000 Simpson HGUS48 133 7460 3235 Simpson TIIA422 131 2254 0 Simpson THAC422 131 2254 0 Simpson TFIA426 0o 2435 0 STRAPS Simpson H-6 STRAP 747 tY`��