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HomeMy WebLinkAboutREVISIONSr •OFFICE USE ONLY: n )j DATE FILED: 1C' REVISION FEE: ,L 1. LOCATION/SITE ADDRESS: 2. 3. 4. , 5. DETAILED ] REVISIONS - p PERMIT # RECEIPT # PLANNING & DEVELOPMENT SERVICES ��O BUILDING & CODE REGULATION DIVISION GP� 2300 VIRGINIA AVENUE � 54 G00,� � FORT PIERCE, FL 34982-5652 \_,G\O (772) 462-1553 FAX (772) 462-1578 SKL APPLICATION FOR BUILDING PERMIT REVISIONS P,ROJEC-TUNIFORMATION OF PR JECT 1l ac-('5- :jl aVq CONTRACTOR INFORMATION• STATE of FL REG./CERT. #: ST. LUCIE COUNTY CERT. #: BUSINESS NAME: _ QUALIFIERS NAME: ADDRESS: CITY: STATE: ZIP: PHONE (DAYTIME): FAX: OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE: ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME): Revised 07/22/2014 STATE: STATE: FAX: FAX: ZIP: ZIP: Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 = A-1 ROOF These truss designs rely on lumber values established by others. .,A4*==TRU_SSE5 A FLORIDA CORPORATION RE: Job 58606A A-1 Roof Trusses 4451 St Lucie Blvd' a' Fort Pierce, FL 34946 Site Information: Customer Info: DONALD NOBLE Project Name: NOBLE GARAGE L'ot/Block: Model: NOBLE GARAGE Address: Subdivision: City: County: St Lucie State: FL Name Address and License# of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TPl2007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 Wind Speed: 160 MPH Roof Load: 50.0 psf Floor Load: 0.0 psf This package includes 17 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0332126 A01 5/15/14 13 A0332138 J7 5/15/14 9 A0332127 A02 5/15/14 14 A0332139 V02A 5/15/14 3 A0332128 A03 5/15/14 15 A0332140 VO4A 5/15/14 4 A0332129 A04 5/15/14 16 A0332141 V06A 5/15/14 5 A0332130 A05 5/15/14 17 A0332142 V08A 5/15/14 6 A0332131 A06 5/15/14 , 7 A0332132 A07 5/15/14 8 'A0332133 CA 5/15/14 9 A0332134 CJ3 5/15/14 10 A0332135 CJ5 5/15/14 11 A0332136 HC5 5/15/14 12 A0332137 HJ 5/15/14 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by A-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Julius Lee My license renewal date for the state of Florida is February 28,2015. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. Page 1 of 1 Julius Lee, PE / Florida Certification Number 34869 1109 Coastal Bay, Boynton Beach, FL 33435 5/15/14 \�\GENSF * 34869 STATE OF 411� � • FCORIDP • �y � /S,yO NIA`;`\\,,. 1109 COASTAL BAY BOYNTON BC,FL 33435 5/15/2014 Job toss toss ype ty y A0332126 58606A A01 Common 7 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MiTek Industries, Inc. Thu May 15 09;18:26 2014 Page 1 ID:5CSNC7xfneidBfMVjscDmczltKq-JC_aMNvdJOSVpKDgVQxX1 cH3sFsDAUFgIECLO_zGJLR -2-10 5-3-14 10-0-0 14-8-2 20-0-0 22-0-0 2-0-0 5-3-14 4-8-2 4-8 2 5-3-14 2-0 0 44 = Scale=1:39.4 Io 3x4 = !AU = 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-10-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 2 1164/0-8-0 (min.0-1-8) 6 1164/0-8-0 (min.0-1-8) Max Horz 2 = -75(LC 13) Max Uplift 2 =-251(LC 12) 6 =-251(LC 13) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1832/932, 3-4=1358/677, 4-5=1358/677, 5-6=18321932 BOT CHORD 2-8=-718/1627,6-8=726/1630 WEBS 4-8=-260/618, 5-8=-527/399, 3-8=527/399 NOTES 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/deft L/d TC 0.38 Vert(LL) -0.12 B-11 >999 360 BC 0.81 Vert(TL) -0.34 8-11 >716 240 WB 0.28 Horz(TL) 0.06 6 n/a n/a (Matrix-M) 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf, h=25ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 251 lb uplift at joint 2 and 251 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight:. 90 lb FT = 0% Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 o toss toss ype y A0332127 58606A A02 Common 5 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MiTek Industries, Inc. Thu May 15 09:18:27 2014 Page 1 ID:5CSNC7xfneid BfM VjscD mczltKq-n PYzZiwF4 KaMQToO37TmZpgEcfCMvxOpXuyvYQzGJLQ -2-0-0 5-3-14 10-0-0 14-8-2 20-0-0 r 2-0-0 5-3-14 4-8-2 4-8-2 5-3-14 Scale=1:36.2 4x4 = Ig 3x6 = bx6 = 3x6 = 10-0-0 20-0-0 ' 10-0-0 10-0-0 Plate Offsets (X,Y): [7:0-4-0,0-3-0) LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.13 7-10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.34 7-10 >696 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 86 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-7-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 6 = 997/Mechanical 2 = 1167/0-8-0 (min.0-1-8) Max Horz 2 = 90(LC 12) Max Uplift 6 = -205(LC 13) 2 = -252(LC 12) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1840/941, 3-4=1366/686, 4-5=1367/687, 5-6=1847/947 BOT CHORD 2-7=782/1629, 6-7=790/1638 WEBS 4-7=-270/626, 5-7=-537/407, 3-7=527/399 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf, h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 Ib uplift at joint 6 and 252 Ib uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 o russ cuss ype ty y A0332128 58606A A03 Hip 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 25 2013 MiTek Industries, Inc. Thu May 15 09:18:27 2014 Page 1 ID:5 CSN C7xfneidBfMVjscD mczltKq-n PYzZiwF4 Ka M QToO37TmZpgEcfEovzQp XuyvYQzGJ LQ -2-0-0 5-8-11 9-0 0 11-0 0 1- 3-5 20-0-0 22-0-0 2-0-0 5-8-11 3-3-5 2-0 0 3-3-5 5 8-11 2-0-0 44 = 4x4 = Scale=1:40.1 Ig 3x4 = 3x4 = -"' 3x4 = 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-3-3 oc bracing. MiTek recommends that Stabilizers and required cross! bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2 . = 1164/0-8-0 (min. 0-1-8) 7 = 1164/0-8-0 (min.0-1-8) Max Horz 2 = 69(LC 12) Max Uplift 2 =-246(LC 12) 7 =-246(LC 13) FORCES (lb) _ Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1765/873, 3-4=-1403f705, 4-5=-1268/688,5-6=1403/705, 6-7=-1765/873 BOT CHORD 2-11=-654/1555, 10-11=397/1221, 9-10=-397/1221,7-9=-661/1558 WEBS 3-11 =-428/324, 4-11 =-1 49/335, 5-9=149/335, 6-9=-428/324 NOTES 1) Unbalanced roof live loads have been considered for this design. 11-0-0 2-0-0 CSI DEFL in (loc) I/defi L/d TC 0.38 Vert(LL) -0.11 9-17 >999 360 BC 0.66 Vert(TL) -0.30 9-17 >791 240 WB 0.16 Horz(TL) 0.05 7 n/a n/a (Matrix-M) 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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) Provide adequate drainage to prevent water ponding. 4) Plate(s) atjoint(s) 4, 5, 2, 11, 3, 9, 6 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 10 checked for a plus or minus 5 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 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 246 lb uplift at joint 2 and 246 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 91 lb FT = 0% Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 Job I russ cuss ype ty A0332129 58606A A04 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MiTek Industries, Inc. Thu May 15 09:18:28 2014 Page 1 ID:5CSNC7xfneidBfMVjscDmczltKq-Fb6Ln2xtgeiD2dNCdr ?61NNT3a9eNfzIXhS4szGJLP -2-0-0 5-6-11 8-10.8 14-5-4 20-0-0 2-0-0 5-6-11 3-3-15 5-6-12 5-6-12 44 = 4 3x8 = 5 Scale=1:38.0 1.5x4 II 6 3x4 = 3x8 = — — 1.5x4 11 5x6 = R-1n-R 6 K1111] Plate Offsets (X,Y): [2:0-2-0,Edge], [7:0-3-0,0-2-12] LOADING (psf) SPACING 2-M CSI DEFL in (loc) 1/defi L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.11 10-13 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.29 10-13 >835 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 104 lb FT = 0% . LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-2-13 oc bracing. WEBS 1 Row at midpt 5-7 with 2x4 SYP No.3 with 2 - 12d (0.131"x3.25') nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ' REACTIONS (lb/size) 7 = 972/Mechanical 2 = 1178/0-&0 (min. 0-1-8) Max Horz 2 = 179(LC 12) Max Uplift 7 =-233(LC 9) 2 =-243(LC 8) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1796/815, 3-4=-1436/653, 4-5=1297/641 BOT CHORD 2-10=898/1629,9-10=-530/1092, &9=530/1092, 7-8=-530/1092 WEBS 3-10=-403/307. 5-7=1299/632 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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) Provide adequate drainage to prevent water ponding. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 lb uplift at joint 7 and 243 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 T Job Truss russ I ype Qty Ply A0332130 58606A A05 • I Hip Girder 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MiTek Industries, Inc. Thu May 15 09:18:28 2014 Page 1 ID:5CSNC7xfneidBfMVjscDmczltKq-Fb6Ln2xtgeiD2dNCdr ?61N11'dazePHzlXhS4szGJLP -2-0-0 7-0-0 13-0-0 20-0-0 22-a0 2-a0 7-0-0 6-0-0 7-0-0 2-a0 3x6 = LOADING (psf) SPACING 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC20101TP12007 LUMBER TOP CHORD 2x4 SP M 30 `Except' T2: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 8-0-12 oc bracing. MiTeK recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationcluide. REACTIONS (lb/size) 2 = 196610-8-0 (min. 0-2-5) 5 = 1966/0-8-0 (min. 0-2-5) Max Horz 2 = -57(LC 13) Max Uplift 2 =-520(LC 8) 5 =-520(LC 9) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3725/980, 3-16=-3369/933, 16-17=3369/933, 4-17=3369/933, 4-5=-3725/980 BOT CHORD 2-9=825/3340,9-18=-826/3369, 8-18=826/3369, B-19=-826/3369, 7-19=826/3369,5-7=-824/3340 WEBS 3-9=-53/645, 4-7=-53/645 NOTES 1) Unbalanced roof live loads have been considered for this design. Avr = 6-0-0 CSI DEFL in (loc) I/deft L/d TC 0.80 Vert(LL) -0.21 7 >999 360 BC 0.66 Vert(TL) -0.37 7-9 >652 240 WB 0.25 Horz(TL) 0.10 5 n/a n/a (Matrix-M) 2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=3.Opsf, h=25ft; Cat. 11; Exp B; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left 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 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 520 lb uplift at joint 2 and 520 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 268 lb down and 191 lb up at 7-0-0, 125 lb down and 106 lb up at 9-0-12, and 125 lb down and 106 lb up at 10-114, and 268 lb down and 191 lb up at 13-0-0 on top chord, and 426 lb down and 119 lb up at 7-0-0 , 65 lb down and 3 lb up at 9-0-12, and 65 lb down and 3 lb up at 1a11-4, and 426 lb down and 119 lb up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Scale = 1:40.1 3x6 = PLATES GRIP MT20 244/190 Weight: 77 lb FT = 0% Standard Uniform Loads (plf) Vert: 1-3=80, 34=80, 4-6=80, 10-13=20 Concentrated Loads (lb) Vert: 3=-208(B) 4=-208(B) 9=426(B) 7=-426(B) 16=-125(B) 17=125(B) 18=-43(13) 19= 43(B) Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 o russ cuss ype y A0332131 58606A A06 Half Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MiTek Industries, Inc. Thu May 15 09:18:29 2014 Page 1 I D:5CSNC7xfneidBfMVjscDmczltKq-jngLOyVbxg4gnyPBW EeEvSOTxaNi86_BR7clzGJLO -2-10 7-0-0 13-6-0 20-0-0 2-0-0 7-0-0 6-6-0 6-6-0 3x6 = LOADING (psf) SPACING 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2010frP12007 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' W2: 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-8-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6 = 1856/Mechanical 2 = 1935/0-8-0 (min. 0-2-5) Max Horz 2 = 147(LC 8) Max Uplift 6 = -515(LC 5) 2 = -516(LC 8) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3644/958, 3-13=3290/923, 13-14=3290/923, 14-15=3290/923, 4-15=3290/923, 4-16=3117/872, 16-17=3117/872, 17-18=-3117/872, 5-18=-3117/872, 5-6=17491537 BOT CHORD 2-9=-924/3264,9-19=-872/3117, 8-19=872/3117, 8-20=872/3117, 7-20=872/3117 WEBS 3-9=20/613, 4-7=-11321481, 5-7=937/3347 NOTES 1) Unbalanced roof live loads have been considered for this design. 46 = 3x4 = 4x6 = CSI DEFL in (loc) I/deft L/d TC 0.88 Vert(LL) -0.16 7-9 >999 360 BC 0.64 Vert(TL) -0.36 7-9 >658 240 WB 0.78 Horz(TL) 0.07 6 n/a n/a (Matrix-M) 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 3, 6, 2, 9, 4, 7 and 5 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 8 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nodconcurrent with any other live loads. 8) *,This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide metal plate or equivalent at bearing(s) 6 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 515 lb uplift at joint 6 and 516 lb uplift at joint 2. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 208 Ib down and 191 lb up at 7-0-0, 125 lb down and 106 Ib up at 8-0-12, 125 lb down and 106 lb up at 10-0-12, 125 lb down and 106 lb up at 12-0-12, 125 lb down and 106 lb up at 14-0-12, and 125 lb down and 106 lb up at 16-0-12, and 125 lb down and 106 lb up at 18-0-12 on top chord, and 426 lb down and 119 lb up at 7-0-0, 65 lb down and 3 lb up at 8-0-12, 65 Ib down and 3 lb up at 10-13-12, 65 lb down and 3 lb up at 12-0-12, 65 lb down and 3.lb up at 14-0-12, and 65 lb down and 3 lb up at 16-0-12, and 65 lb down and 3 lb up at 18-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Scale=1:38.8 3x8 MT20H I I PLATES GRIP MT20 244/190 MT20H 187/143 Weight: 95 lb FT = 0% 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=80, 3-5=-80, 6-10=20 Concentrated Loads (lb) Vert: 3=208(F) 8=43(F) 9=-426(F) 13=125(F) 14=125(F) 15=125(F) 16=-125(F) 17=-125(F) 18=125(F) 19=43(F) 20=-43(F) 21=43(F) 22=-43(F) 23=-43(F) Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 o toss cuss ype ry y A0332132 58606A IA07 Common Girder 1 2 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.500 s Nov 26 2013 Print 7.500 s Nov 26 2013 MiTek Industries, Inc. Thu May 15 09:18:30 2014 Page 1 ID:5CSNC7xfneidBfMVjscDmczltKq-B_E5Bkz7MFyxHxXbkFOTBSSeotDp6C8 FDrAZ91zGJLN -2-0-0 546 5 10-0-0 14-5-11 20-0-0 2-0-0 5-6-5 4-5-11 4-5-11 5-6-5 7-0-3 LOADING (psf) SPACING 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC201 OITP12007 LUMBER TOP CHORD 2x4 SP No.2'Except' T2: 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.2 *Except* W1: 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 34-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6 = 5714/0-8-0 (min. 0-2-6) 2 = 4125/0-8-0 (min. 0-1-11) Max Horz 2 = 90(LC 27) Max Uplift 6 = 1279(LC 9) 2 =-989(LC 8) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9787/2337, 34=9580/2318, 4-5=10632/2447, 5-6=11098/2477 BOT CHORD 2-9=-2157/8968,8-9=-1471/6592, 8-14=1471/6592, 14-15=-1471/6592, 7-15=1471/6592, 7-16=-2238/10045, 16-17=-2238/10045, 6-17=-2238/10045 WEBS 4-7=-1199/5373, 5-7=537/210, 4-9=1007/3749, 3-9=328/199 4x6 = 3x8 II 20-0-0 Scale = 1:36.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.77 Vert(LL) -0.23 7-9 >999 360 MT20 244/190 BC 0.83 Vert(TL) -0.45 7-11 >531 240 MT20H 187/143 WB 0.61 HOrz(fL) ' 0.09 6 n/a n/a (Matrix-M) Weight: 208 lb FT = 0% NOTES 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 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 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1279 lb uplift at joint 6 and 989 lb uplift at joint 2. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1836 lb down and 535 lb up at 7-0-12, 952 lb down and 253 lb up at 8-11-4, 977 lb down and 225 lb up at 10-11-4, 977 lb down and 225 lb up at 12-114, 977 lb down and 225 lb up at 14-114, and 977 lb down and 225 lb up at 16-11-4, and 977 lb down and 225 lb up at 18-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 14=80, 4-6=80, 2-6=20 Concentrated Loads (lb) Vert: 7=-977(B) 9=1836(B) 11=-977(B) 14=952(13) 15=-977(B) 16=977(131) 17=977(B) Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 Job I russ I russ I ype ty y A0332133 58606A CA Comer Jack 10 1 Job Reference (optional) Al ROOF I RUSSES, FOR r PIERCE, FL 34946 Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MITek Industries, Inc. Thu May 15 09:18:30 2014 Page 1 ID:5CSN C 7xfneidBfM VjscD mczltKq-B_E5Bkz7M FyxHxXbkFOTBSSIstPm6LcF DrAZ9lzGJLN -2-0-0 0 2-0-0 0 11-11 Scale =1:7.5 N O LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL . 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 BRACING TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS (lb/size) 2 = 359/0-8-0 (min. 0-1-8) 3 = -35/Mechanical 6 = 65/Mechanical Max Harz 2 = 54(LC 8) Max Uplift 2 =-166(LC 8) 3 = -35(LC 1) 6 = -65(LC 1) Max Grav 2 = 359(LC 1) 3 = 26(LC 8) 6 = 47(LC 8) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf, h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 2, 35 lb uplift at joint 3 and 65 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design).is always required. LOAD CASE(S) Standard Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 Job I russ cuss ype ry y A0332134 58606A CJ3 Comer Jack 10 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MiTek Industries, Inc. Thu May 15 09:18:31 2014 Page 1 ID:5CSNC7xfneidBtMVjscDmrzltKq-fAoTP4zl7Z4ov56nlzXikf?wbGl1 rosPSVw6hBzGJLM -2-0-0 2-11-11 2-0-0 2-11-11 Scale=1:11.4 2-11-11 Plate Offsets (X Y): [2:0-1-7 0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3 = 74/Mechanical 2 360/0-8-0 (min. 0-1-8) 4 = 22/Mechanical Max Horz 2 = 78(LC 8) Max Uplift 3 = -35(LC 12) 2 = -112(LC 8) Max Grav 3 = 74(LC 1) 2 = 360(LC 1) 4 = 42(LC 3) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less • except when shown. TOP CHORD 2-3=-306/158 BOT CHORD 2-4=156/272 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 3 and 112 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) .Standard Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 job I russ I russ I ype Qty ply A0332135 58606A CJ5 Comer Jack 10 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MiTek Industries, Inc. Thu May 15 09:18:32 2014 Page 1 ID:5C SNC7xfn eidBfM VjscD mczltKq-7M MscQ_Ou sCfXFh_sg2xGtX5Lg3baF5Yg9fgD dzGJ LL -2-0-0 + 4-11-11 2-0-0 4-11-11 Scale=1:15.2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 3 = 142/Mechanical 2 = 469/0-8-0 (min. 0-1-8) 4 = 45/Mechanical Max Horz 2 = 111(LC 12) Max Uplift 3 = -65(LC 12) 2 = -116(LC 8) Max Grav 3 = 142(LC 1) 2 = 469(LC 1) 4 = 74(LC 3) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=549/123 BOT CHORD 24=3167709 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf,, h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 3 and 116 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard C Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 o cuss cuss ype ty y A0332136 56606A HC5 RAFTER TRUSS 10 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MiTek Industries, Inc. Thu May 15 09:18:32 2014 Page 1 ID:In1E14n4krFMR5vCXB1ws4z20vo-7MMscO_OusCfXFh_sg2xGtX7kg5CaF5Yg9fgDdzGJLL 2-9-5 2-9-5 ' 2-9-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC' 0.23 Vert(LL) -0.01 1-2 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.00 Vert(TL) -0.01 1-2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL)" -0.00 2 n/a n/a BCDL 10.0 Code FRC201 DITP12007 (Matrix-M) Wind(LL) 0.01 1-2 >999 240 LUMBER TOP CHORD 2x4 SP No.3 BRACING . TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 2-9-5 oc Standard purlins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 1 = 72/Mechanical 2 = 72/Mechanical Max Horz 1 = 30(LC 12) Max Uplift 1 = -35(LC 12) 2 = -44(LC 12) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 2-0-0 wide will fit between.the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 1 and 44 lb uplift at joint 2. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Scale = 1:7.7 Y 0 6 PLATES GRIP Weight: 4 lb FT = 20% Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 o cuss russ ype y A0332137 58606A HJ Diagonal Hip Girder 5 1 ' Job Reference (optional)' Al ROOF TRUSSES, FORT PIERCE, FL 34946 13 MiTek Industries, Inc. Thu May 15 09:18:33 2014 Scale = 1:23.6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.04 7-10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.08 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M. ) Weight: 42 lb FT = O% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-15 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 4 = 163/Mechanical 2 = 699/0-10-15 (min. 0-1-8) 5 = 403/Mechanical Max Horz 2 = 168(LC 4) Max Uplift 4 = -74(LC 4) 2 = -224(LC 4) 5 = -95(LC 8) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-995/742, 11-12=-930/178, 3-12=847/188 BOT CHORD 2-14=-797/994,14-15=-254/853, 7-15=-254/853, 7-16=254/853, 6-16=254/853 WEBS 3-7=0/268, 3-6=932/278 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 4, 224 lb uplift at joint 2 and 95 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 lb down and 115 lb.up at 1-4-9, 62 lb dowri and 115 lb up at 1-4-9, 49 lb down and 46 lb up at 4-2-8, 49 lb down and 46 lb up at 4-2-8, and 62 lb down and 77 lb up at 7-0-7, and 62 lb down and 77 lb up at 7-0-7 on top chord, and 45 lb down and 85 lb up. at 1-4-9, 45 lb down and 85 lb up at 1-4-9, 22 lb down and 14 lb up at 4-2-8, 22 lb down and 14 lb up at 4-2-8, and 34 lb down and 8 lb up at 7-0-7, and 34 lb down and 8 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (plf) Vert: 14=-80, 5-8=20 Concentrated Loads (lb) Vert: 11=48(F=24, B=24) 12=12(F=6, B=6) 13=124(F=-62, B=-62) 14=59(F=29, B=29) 15=3(F=2, B=2) 16=50(F=25, B=25) Julius Lee, P.E. ft34869 1109 Coastal Bay Boynton Beach, FL 33435 O NSS NSs ype ty y A0332138 58606A J7 Jack-0pen 15 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MiTek Industries, Inc. Thu May 15 09:18:33 2014 Page 1 ID:5C S N C7xfnei d BfMVjscD mczltKq-cZvEg m?OfAK W80 GAQOZAp44B o4MgJiLIvpPDm4zGJ LK -2-0-0 7-0-0 2-0-0 7-0-0 Scale=1:18.9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.07 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC ) 0.36 Vert(TL) , -0.16 4-7 >527 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010(rP12007 (Matrix-M) Weight: 25 Ito FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 3 = 205/Mechanical 2 = 590/0-8-0 (min.0-1-8) 4 = 63/Mechanical Max Horz 2 = 145(LC 12) Max Uplift 3 = -95(LC 12) 2 = -132(LC 12) Max Grav 3 = 205(LC 1) 2 = 590(LC 1) 4 = 105(LC 3) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1244/631 BOT CHORD 24=1029/1639 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections: 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 3 and 132 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 Job Injss russ ype y A0332139 58606A V02A Valley 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 2x4 Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MiTek Industries, Inc. Thu May 15 09:18:34 2014 Page 1 ID:SCSNC7xfneidBlM VjscD mrzltKq-41Tcl60e Q U S N mYrMz55P Lld W MUn Q29br8T8m I WzGJLJ 2-0-0 CMS Scale =1:6.4 LOADING (psl) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.03 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight: 5 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1 = 62/1-11-6 (min.0-1-8) 2 = 50/1-11-6 (min.0-1-8) 3 = 12/1-11-6 (min. 0-1-8) Max Horz 1 = 22(LC 12) Max Uplift 1 = -11 (LC 12) 2 = -24(LC 12) Max Grav 1 = 62(LC 1) 2 = 50(LC 1) 3 = 25(LC 3) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=3.Opsf, h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANS1/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 11 lb uplift at joint 1 and 24 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 Jab russ I russ I ype Qty Hly A0332140 58606A VO4A Valley 1 1 Job Reference (optional) Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MiTek Industries, Inc. Thu May 15 09:18:34 2014 Page 1 ID:5CSNC7xfneidBfMVjscDmczltKq-41Tc160eQUSNmYrMz55P LIdTTUmx2gbrBT8ml WzGJLJ 4-0-0 2 3 2x4 - 1.5x4 II Scale=1:10.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.21 Vert(LL) n/a - n/a 999 MT20 244/19b TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010(rP12007 (Matrix) Weight: 13 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 1 = 155/3-11-6 (min.0-1-8) 3 = 155/3-11-6 (min.0-1-8) Max Horz 1 = 53(LC 12) Max Uplift 1 = -27(LC 12) 3 = -49(LC 12) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 1 and 49 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additiohal permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 Job I russ I russ ype y A0332141 58606A V06A Valley 1 1 Job Reference (optional) C n 0 Run: 7.500 s Nov 26 2013 Print 7.500 s Nov 26 2013 MiTek Industries, Inc. Thu May 15 09:18:34 2014 Page 1 ID:5CSNC7xfneidBfMVjscDmczllKq-tITc16OeQUSNmYrMz55P LIdNzUia29br8T8ml WzGJLJ 6-0-0 1.5x4 II 2 3 2x4 1.5x4 11 LOADING (psf) SPACING 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP N0.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1 = 255/5-11-6 (min.0-1-8) 3 = 255/5-11-6 (min.0-1-8) Max Horz 1 = 87(LC 12) Max Uplift 1 = -45(LC 12) 3 = -81(LC 12) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf, h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Scale = 1:14.5 I CSI DEFL in (loc) I/defl L/d PLATES GRIP TC 0.63 Vert(LL) n/a - n/a 999 MT20 2441190 BC 0.33 Vert(TL) n/a - n/a 999 WB 0.00 Horz(TL) 0.00 n/a n/a (Matrix) Weight: 20 lb FT = 0% 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 1 and 81 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 o toss toss ype Y • A0332142 Job I rus Valley 1 1 Job Reference optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.500 s Nov 26 2013 Print. 7.500 s Nov 26 2013 Nu i ex Industries, Inc. Thu Ma 15 09:18:35 2014 rage I D:5C S N C7xfneidBfMVjscD m czltKq-Yx1 _FS OGB na EOiQYXpceu V 9dXu6vnb5?M7u KgyzGJ I V 4 0 4-7-0 8-0-0 4-7-0 3-5-0 1.5x4 II Scale=1:18.6 3 5 4 2x4 1.5x4 II- 1.5x4 II LOADING (psf) TCLL 30.0 TCDL 10.0 BCLL 0.0 SPACING Plates Increase Lumber Increase Rep Stress Incr 2-0-0 1.25 1.25 YES CSI TC 0.26 BC 0.13 WB 0.11 DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) n/a - n/a - 0.00 I/deft n/a n/a n/a L/d 999 999 n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) LUMBER TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1 = 150/7-11-6 (min.0-1-8) 4 11517-11-6 (min. 0-1-8) 5 = 446f7-11-6 (min.0-1-8) Max Hors 1 = 121(LC 12) Max Uplift 4 = -37(LC 12) 5 =-142(LC 12) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-403/377 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 4 and 142 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 30 lb FT = 0% Julius Lee, P.E. #34869 1109 Coastal Bay Boynton Beach, FL 33435 0 I= AA ROOF 0--­9 TRUSSES A FLORIDA CORPORATION Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance with the following standards: ANSI/TIP 1-2007; WTCA 1-1995 "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and `SCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. S) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 l ) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are -not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.A1truss.com Name: U a F Address: STRUCTURAL CONNECTORS' Customer., M)Tek'Company Contact: Number. Hangers 051 0 V -Hills % . i.TO 1E, �.'r 3 A! -f 6 .100 U T1 JUS24 188:4 655 750 820 510 4- 10d (Header) FL82L39. 2 - 10d (Joist) 0510.01, RR 25779 LUS24 670 765 825 490 4 -10d (Header) 1 1 2 -10d (Joist) T2 JUS26 Iasi, 850 975 1060 1115 4- 10d (Header) FL82L42, 4-10d (Joist) 11- 0510.01, RR 25779 LUS26 865 990 1070 1165 4-10d (Header) 4 - I-Od (lout) T3 MSH422 1831, - 22 - 10d (Face - Face Max Nailing) FL822.36, 6 - 10d (Face - Top Max Nailing) 08- 6 - 10d (Joist - Face Max Nailing) -0303.06, 6- 10d (Joist -Top Max Nailing) RR 25836, 4-10d (Top -Top Max Nailing) 13116-R THA422 2245 2245 2245 6 - 16d (Carried Member- Face Mount) 6 -10d-(Carried Member - Top Plunge) 22 - 16d (Face - Face Mount) 2 - 16d (Face - Top Flange) 4 - 16d (Top - rap Flange) THA1422 1835 1835 1835 2-10dxl-112or2-lodxl-ZI2(Carried Plei)iber) 20 -10d or 2 - I od (Face) .4 -10d (Top) USP Structural Connectors I T4 TH D26 1781. 2485 2855 3060. 2170 - - - 18 -16d (Face) FL13285.35 12-10d x 1-1/2 (Joist) oszl.o5, RR 25843 HTU26 2940 3340 3600 1555 11 -10d x 1-I12 (Carried Member) 20 -10d x 1-112 (Carried Member - Max Nailing) 20 -16d (Carrying Member) 20 -16d (Canying Member- Max Nailing) T5 THD26-2 1781. 2540 2920 3175 2285 - - 18 - 16d (Face) FL13285.35 12 -10d (Joist) , 06- 0921.05, RR 25843, 13116-R HHUS26 2 2785 3155 3405 1550 - - 14 -16d (Face) 6-16d (Joist) WU26-2 2940 3340 3600 2175 - 20 -10d (Carried Member- Max Nailing) 20 -16d (Carrying Member- Max Nailing) T6 TH D28 1781. 3865 3965 3965 2330 - 28 -16d (Face) FL13285.35 16 - xOd x 1-1/2 (Joist) O6- , 0921.05, RR 25843 HTU28 3820 4340 4680 2140 26 -10d x 1-112 (Carried Member - Max Nailing) 26 -16d (Carrying Member- Max Nailing) T7 THD28-2 1781. 3950 4540 4935 2595 - - 28 - 16d (Face) FL13285.35 16 -10d (Joist) 06- 0921.05, RR 25843, .13116-R HHUS28-2 4210 4770 5140 2000 - 22 -16d (Face) 8 -16d (Joist) Hr'U28-2 3820 4340 4680 3485 - 26 -10d (Carried Member - Max Nailing) 26.16d (Carrying Member- Max Nailing) T8 TH D46 1781. 2540 2920 3175 2285 - - 18 - 16d (Face) FL13285.35 12-10d (Joist) , 06- 0923-05, RR 25843, 13116-R USP Structural Connectors HHUS46 2790 13160 3410 11550 14 -16d (Face) 6 -16d (Joint) T9 THD48 1781. 3950 4540 4935 2595 28 - 16d (Face) FL19285.35 16 - 10d (Joist) 06- 092L05, RR 25843, 13116-R HHUS48 42I0 4770 5140 21000 - 22 -16d (Face) 8 -16d (Joist) T10 TH DH26-2 1881, 3915 4505 4795 2235 20 -16d (Face) FL821.75, 8 - 16d (Joist) 06- 0921.05, RR 25779, 13116-R HGUS26-2 4355 4875 5230 2155 - - 20 -16d (Face) 8 -16d (Joist) T11 T401426-3 1881, 3915 4505 4795 2235 20 -16d (Face) FL82L75, 8 -16d (Joist) 06- 0921.05, RR 25779 HGUS26-3 4355 4875 5230 2155 20 -16d (Face) 8-16d (Joist) T12 THDH28-2 1881, 6535 7515 $025 2665 36 - 16d (Face) FL82L77, 10 -16d (Joist) RR 25779, 13116-R HGUS28-2 7460 7460 7460 3235 36 -16d (Face) 11-16d (lout) T13 THDH28-3 1881, 6770 7785 B025 2665 - 36-16d (Face) FL82L77, 12. 16d (Joist) 06- 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 36.16d (Face) 12-16d.UaIst) USP Structural Connectors J Name: STRUCTURAL CONNECTORS' Address: Customer. A Mii'elCCompany Contact Number. Fastener Comparison Table "_ ..cr-: gLr✓�.ii.:�..'-." �:Ja, �u �Fi—�^'c._. "_A"' as_.a_i•+ ^v.'ac�a!�., y?-•""_h�roi1W.,-�i2.:_,- - 3� �f-G.� ".'_ ^ F=%T:: %��_ �....-..•+ ..�3-_..: -, j.. �:. S-= .-•-.-,__-,xc�' :..,^_ - '�,..s�'.' F _r: � :�.Mule chM, _—...... > x,-_._��..._ c .<t,�= .:. �:�•s� ,:.±::.-_..s>�".-.-..a.;try.,�+.--_-.._:-•�.�....srr.,�.-•t..�r„��ciu'•�e';ic:`.�'--=.:�a�=.-;:.5;� - 1-.•�-_,crTIO ��i.` u-3^ iy i010 INQ -..,��-.dJUS24 4-10d (Header) LUS24 4-10d (Header]2 -10d (Joist) 2-10d (Join(}THDH26-2 20 -16d (Face) HGUS26-2 20-16d (Face) 8 -16d (Joist) 8-16d (Joist) - TII THDH26-3 20-16d(Face) UGUS26-3 20-16d(Face) 8 -16d (Jest) 8 -16d (Jots#% - T12 THDH28-2 36-16d(Face) UGUS282 36-16d(Face) 10 -16d (Joist) 12-16d (Joist) - 'i13 THDH28-3 36-16d (Face) HGUS28--3 36-16d(Face) 12-16d (Jaist) 12- I6d(Jotst) - T2 JUS26 4 - 10d (Header) LUS26 4 - 10d (Header) 4 -10d (Joist) 4 -10d (Joist) - T3 MSH422 22 -10d (Face - Face Max Nailing) THA422 6-16d (Caned Member - Face Mount) 6 -10d (Face - Top Max Nailing) 6-10d (Carried Member - Top Flange) 6 -10d (Joist - Face Max Nailing) 22 -16d (Face - Face Mount) 6 -10d (Joist -Top Max Nailing) 2 -16d (Face - Top Range) 4 -10d (Pop - Top Max Nailing) 4-16d (fop - Top Flange) - T4 THD26 18 -16d (Fa ce) H77126 11-10d x I-IR (Carried Member) 22 -10d x 1-112 (Joist) 20 -10d x 1-12 (Carried Member - Max Natfing) 20 -16d (Carrying Member) 20 -16d (Carrying Member - Max Nailing) - TS THD26-2 18 -16d (Face) UHUS26-2 14 -16d (Face) 12 -10d (Joist) 6-16d (Joist) - T6 THD28 28 -16d (Face) HTU28 26 -10d x 1-12 (Carried Member - 16 -10d x 1-1/2 (Joist) Max Nailing) 26 -16d (Carrying Member - Max Natfing) - T7 TH D28-2 28 -16d (Face) HHUS28-2 22 -16d (Face) 16-10d (Joist) 8-16d (Joist) - T8 THD46 18 -16d (Face) HHUS46 14-16d (Face) 12 -lad (Joist) 6-16d (Joist) - T9 THD48 116 28 -16d (Face) HHUS48 22 -16d (Face) - Iod (Joist) 8 -16d (Joist) USP Structural Connectors j Name: use STRUCTURAL CONNECTORS' Customer: A MWeWCompany Cordact: Number. JUS24 (Qt)r1) THDH26-2- (Qty.- 1) THDH26-3 (Qty:1) s+l- -- THDH28-2 (Qty:1) THDH28-3 (Qty. 1) JUS26 (Qty.' 1) Left flange -' qqI; 'Y\�U Right flange MSH422 (Qty.. 1) THD26 (Qty.-1) THD26-2 (Qty-1) _ flange L_eft�. flange �� G mow \ Right Right flange flange THD28 (Qty,1) THD28-2 (Qty.-1) THD46- . (Qty-1) USP Structural Connectors j Name: U B p Addres STRUCTURAL CONNECTORS Customer. A Lek Company Conrad: Number. Left Iffik-U, A flange, flange THD48 (Qty.. 1) USP Structural Connector, I= Truss t I13IYU4 0ObXtE5mg1b11WyPs 4- hNd964s3EN7C75uNg04si�Vf7ZivDUZa/F.r -2.9-15 Sd-8 9-9.11 9-10 2-9-15 5.1.9 4-13-1 2-1rd 048 TYPICAL HIPJACK CONNECTION TSTBK MAX 55 PSF MAX ROOF LOAD wutlm 170 MPH EX C H=25h• MAX 11''13' 4 24 t: 2. 72 UI ED 3F41 NAllSD 3 1 r A ROM T1 HALM h1 =c all mmerjadc ry uAh 2-1Bd toe na.dsTClEC ;••p. 2 r-1 nIfl E31 U nu s t 14 1s 7 75 A141L» RIAfUM 75x311 - taAttID 3s4 = DtatLID NAHM HAILED 23- strap 6-1 G& 15- each erhd LOADING (p-f) SPACING 2" CSI DEFL in .(loc) Ud fi Lid PLATES GRIP ' 17CLL 30.0 Plates Increase 1.25 TC M71 Vert(LL) -0.03 6 7 >999 360 MM 244/19D rCDL 15.0 Lumber Increase 1.25 SC 0:49 Vert(TL) -0.09 6-7 >999 240 3CLL 0.0 • Rep Stress Inc NO WB 0.50 Hom(fL) 0.01 5 rva n/a 3COL 10-0 Cod_ FRC2010rTP1201i7 (Matrix M) Weight :-• lb FT - OV LUINUIER BRACING rOP CHORD 2x4 SYP M 38 TOP CHORD Structural runod sheathing directly applied ar6.0.0 oc purtins. 30T CHORD b;4 SP Nat BUT CHORD Structural mood sheathing dlinmHyapplied or B-94 oc bracing NESS 2x4 SP No.3 MiTek rem mnends that Stabilizers and required cross bracing be Installed during truss ered'ion, in a=ordance Wth Stabilizer Installation auide- REACT1ONS pblsiae) 4-183111&-chanlcal, 2-608010-15 (m1n.0-1-8).6-3621Medtank2I Max Horz2-38(LC 4) Max UpG114--1S6(t_C 4). 2•.-3B2(LC 4), 6--159(LC B) Max Gmv¢-219(LC 2). 2-734(LC 2), 6-412(LC 2) FORCES (lb) - Max. Compr7ftc Ten. -All forces 250 (ib) orless e=mt when showin. TOP CHORD 2-11--933i645,11-12--85Cv8D7.3-12--B45F903 BCTCHORD 214<6E1/&18, 14 15--03918=8.T-15�39iB4B, 7-1fi- 439184& a (6- 43PJB49 WEBS 3-6-916/475 NIIrE4 1) Wlnd:ASGE 7-10;170mph (3-second gust) Vas&i mmph., TCDL-5.0ps1. SCDL-5.0ps1; h-25ft; Cal. IF Exp C; End., GCpl-0.18; MWFPS (envelope); cantilever felt ar:d right expwed ; Lumber COL-1.33 plate grip DOL-1.33 2) This truss is not designed to support a c elltng and is not intended for use Wiem aesth eUcs are a consideration_ 3) Plates checked for a plus or rniws 0 degree mlallon about its center- 4) This truss has been designed fora 10.0 psf botom chord Eve load nonconcurrent the any other live loads. 5)' This truss has been designed fora Eve load of 2(LOpsf on the bottom chord in all areas where a rectangle 3-6 D fall by 2-D•0 widevatl fit between the bottom chord and any other members. �``llllllllrrrr7' SN 17pr . N 34869 ' � = =� Luz r V • STATE OF 0NA1�� rrrffillll 1109 COASTAL BAY BOYNTON BC,FL 33435 10/20/12 TYPICAL ALTERNATE BRACING DETAIL FOR EXTERIOR FLAT GIRDER TRUSS 12 412tl-., P7TCH�,� TRUSS -24" Q.c,- UPLFT CONNECTION, SEE R.00F TRUSS EXTERIOR FLAT GIRDER 0 4 12d MAX .30" (2' -- 5" ) X 2 SF' BOTH FACES IMP�iC.�N Hr,' '�'• STATEDF � l///�,; 0 N ALA 1109 COASTAL BAY BOYNTON BC,FL 33435 zo/1�/1z. EEBRUARY 14, 2D12 I - CONNECTION DETAIL (PERPENDICULAR) ISTPIGGY-PERP.II a R&-rek Industries, Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES ADDITIONAL CONSIDERATIONS BY BUILDING. ENGINEERIDESIGNER ARE REQUIRED. PIGGY43ACKTRUSS (CROSS-SECTION VIEW) Refer to actual truss design drawing for additional piggyback truss information. NEARSIDE IMI ek Industries, Chesterfield, MO rage 1 of 1 MAX MEAN ROOF HEIGHT= 30. FEET BUILDING CATEGORY 11 WIND EXPOSURE 8 or WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05100 MPH (MWFRS) WIND DESIGN PER ASCE ?-10125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS:1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UPTO mo LBSId[AXIMUMAT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION ANDIOR IN OTHER DIRECTIONS. ATTACH PIGGYBACKTRUSS TO BASE TRUSS WITH (2) -16d (0-131" X3SJ NAILS TOENAILED. /FAR SIDE t FLATTOP CHORD OF BASE TRUSS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing for additional base fuss information. NOTES FOR TOE -NAIL: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES W iTHTHE MEfABER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCHAS TO AVOID UNUSUAL SPLITTING OFTHE WOOD. NOTES FOR TRUSS: THIS DETAIL IS VALID FOR ONE -FLY PIGGYBACK TRUSS ONLY: THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER: THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS; THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULARTO BASETRUSSES. ' PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. i : * " N 34869 ' — LU �.o , STATE OF .FCORtDP` .����• O1111A1.i���. 1109 COASTAL BAY BOYNTON BC,FL 33435 '10/19/12 FEBRUARY 14.2012 I Standard Gable End Detail SHEET 2 ' ©0 MTek Industries, Chewer m4 MO Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses CED 247 o.c. o� HOP.IZONTAL GRACE 2r3 DIAGONALBRACE SPACED :8- O.C. (SEE SECTION A A) ATTACHED TO VERTICAL ItJlTH (4} -7 6d M1 i ek Industries, Inc. Roof Sheathing--t TO BLOCKING VWI7H s}ILS � na COM O S. Max RESPONSIBILITY OF THE BLDG DESIGNER OR I -, I NAIL DIAGONAL BRACETO DEIGN THE 1JECT ENGINEEA/ARCHTECTT)DE RLIN WITH TWO 16d NAILS DIAPHRAGM AND ITS ATTACHMENTTOTHE OUT'STO RESISTALL OOF PLANE LDADS THAT \ SULTFROM THE BRACING Or -THE GABLE ENDS 2X 4 PURLW FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH. FASTEN PURLIN \Y-Z- TO BLOCIdNG W11W01 Ed NAILS (MIN) Diag. Brace 113 � \ PROVIDE2X+BLOCh'INGBETWEENTHEiRUSSES SN O�U�S�NG at paints �R�NO�E�HRAC�� NEB ii needed TO TRUSSES WI'i H (2) -1 Dd NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCIONG WITH {5} -1 Od COMMON WIRE NAM End Wall �_' . - •¢t . �r �• - �)-CEILINGSHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLETRUSSES STRUCTURAL GABLE TRUSSES MAYBE BRACED AS NOTED: STRUCTURAL METHOD I: ATTACH A MATCHWG GABLETRUSS TO THE INSIDE GABLE TRUSc FACE OF THE STRUCTURAL GABLE AND FASTEN PEA 7HE FOLLOWING NAILING SCHEDULE - METHOD 2:ATTACH2X SCABSTOTHEFACEOFEACHVERTICAt SCASALQNG MEMBER OMTHE STRUCTURAL GABLE PER THE FOLLOWING VEF ICAL NAILING SCHEDULE. SCABS ARE70 BE OF THESAME SIZE, GRADE AND SPECIES ASTHE TRUSS VERTICALS NAILING SCHEDULE - FOR WIND SPEEDS 120 MPH (ASCE7-S& 02, 05),150 MPH (ASCE7-10) OR LESS, NAILALL MEMBERS WITH ONEROW OF1Dd (131- X3•) NAILS SPACED 6'O.C. - FOR W IND SPEEDS GREATER 126 MPH (ASCE 7 M 02, 05).150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131- X 37 NAILS SPACED 6- O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE PARE ' VAUDANDARETOBEFASTENED TOTHESCABSOR LVLAYEDSTUD VERTICALSTUDS OFTHESTANDARD GABLETRUSS ON THE NTERIOR SIDE OFTHE STRUCTURE. AN ADEOUATE ' 6E PRESENTTO PROVIDE EM1OR FULL OTHER METH pQ Q�i99�C1�NG h�oL{ STRUCTURAL bt�T' gg GABLETRUSS / CHORD TORESISTALLOUTOFPLANE QA E INd"OWN IN THIS DETAIL IS FOR THE VERT1CAl,LS x Y: -=. �� . �GENSF'•_ �� NOTE: THIS DETAIL IS TO MUSED ONLY FOR T - STRUCTURAL GABLES W IrH INLAYED ^ " STUDS. TRUSSES W iTHOUT INLAYED 6RN STUDSARENM ADDRESSED HERE �3= �a 1 W a STATE OF STANDARD I �� "LORIDI" GABLETRUSS '/7.sjoA� ``� • ��1j1111[tlt�� \ 1109 COASTAL BAY BOYNTON BC,FL 33435 FEBRUARY 14, 2012 STANDARD PIGGYBACK ST-PIGGY PLATE TRUSS CONNECTION DETAIL MiTek lndu,&j s, cl,�rrird, Mo Page 1 of 1 000 CO a MrTek Industries. Inc. This detail is applicable for the following Wind conditions: ASCE 7.98, ASCE 7-02, ASCE 7 05, ASCE 7-10 Wind Standards under all enclosure and exposure conditions as long as no uplift exceeds 377 Ibs. Refer to actual piggyback truss design drawing for upfiis. NOTE: This Detail is valid for one ply misses spaced 24' o c. or less. PIGGYBACKTRUSS refer to actual truss design drawing for additional piggyback truss information. . \\1*4, . /-/ SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ONTHE TOP CHORD OFTHE BASE TRUSS (SPACING NOT TO EXCEED W O.C. A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. Attach piggyback truss to the base truss with 3"xB" TEE -LOCK Muhl -Use connection plates spaced 48" o.c. Plates shall be pressed into the piggyback truss at Or o.c. staggered from each face and nailed to the base truss with four (4)- Sd (1.S"xo.099") nails in each plate to achieve a maximum uplift capacity of 3irr Ibs. at each 3"xB' TEE -LOCK Multi -Use connection plate- (Mh*num of 2 plates) Attach each purfin to the top chord of the base truss. (Purlins and connection by others) iE TRUSS er to actual truss design drawing additional base truss information. AAAJlttI1111,,� N 34869 Q • STATE OF O 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/12 FEBRUARY 14. 2012 1 TRUSSED VALLEY SET DETAIL i ST VALLEY SYP ' CO �s= a Mi felc Industries. Inc. SECURE VALLEY TRUSS W/ONE ROW OF 1sd NAILS W O.C. _ GABBLE END. CON -WON TRUSS DR G SDERTFUSS MTek Indu4ries. Chesterfield, MO Page 1 of 7 GENERAL SPECIFICATIONS 1. NAIL SIZE = 3.5' X 0.131" =1Sd 2. INSTALL VALLEYTRUSSES (24" O.C. MAXIMUM AND SECURE PER DETAILA 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 4. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EOUILIVANTTO THE RAKE DIMENSION OF THE VALLEYTRUSS SPACING. ATTACH 2x4 CONTINUOUS NO-2 SYP TO THE ROOF W/ TWO 1 Sd (0.131- X 3.5') NAILS INTO EACH BASETRUSS. DETAIL A (MAXIMUM V SHEATHING) N.T.S. AOW TRUSS i WIND DESIGN PER ASCE 7-K ASCE 7 0Z ASCE 7-05 12D MPH WIND DESIGN PER ASCE7-t0 150 MPH MAX MEAN ROOF HEIGHT- 30 FEET ROOF PITCH a MINIMUM 3AZ MAXIMUM 10112 CATEGORY It BUILDING EXPOSURE C OR B WIND DURATION OF LOAD INCREASE : 1t y01 I I I / J MAXTCP CHORD TOTAL LOAD •. EP,1�§i` /� MAX SPACING - 29 O.C. (0ASk 4NK E-S. k J/� MINIMUM REDUCED DEAD �4�D Ft,2R9F•••.: ON THE TRUSSES ` �'��GENStc-..�`i _� * • N 34869 •- -U �f � LIJ C)'• •10 19/12 4,j STATE OF . %.1/S;QNA` 1109 COASTAL BAY BOYNTON BC,FL 33435 I OCTOBER 1. 2006 LATERAL TOE -NAIL DETAIL ST TOENAIL SP LV--]LU o� El MiTek Industries. Inc. R MTeklndustries.Chesterfield.mo Page 1 of1 NOTES:1.OE NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES VO TH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OFTHE MEMBER END AS SHOWN. ? THE END DISTANCE. EDGE DISTANCE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOI D UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OFTHETWO SPECIES FOR MEMBERS OFDIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM. SYP DF HF SPF SPFS .131 ea.0 B0.6 699 6MA 593 O f35 m.5 85 6 74.2 72.5 63A in .162 100.8 99.6 BEA 845 73.0 ai z 12B 74.2 67.9 58.B 57.6 503 .131 75A 59.5 603 5m) I 51.1 .148 R14 745 54.6 M! 52S ai VALUES SHOM AF--= CAPACITY PER TOE-NAil- APPUCABLE DURATION OF LOAD INCREASES MAY BE APPU2:X EXAMPLE (3) -10-d NAILS (.162" dam.X 3SI WITH SPF SPECIES BOTTOM CHORD Forload duration increase of 1.15: 3 (nails) X 84.5 (Ib/nail) X 1.15 (DOL) = 291.5lb Mmcimum Capacity ANGLE MAY VARY FROM 30, TO 60' 45.00' ANGLE MAY VARY FRO M 30'TO 60°• THIS DETAIL APPLICA13LE TO THE THREE END DETAILS SHOWN BELOW MEM SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW 2 NAILS NEAR SIDE NEAR SIDE 45.00° SIDE VIEW IIQ 3 N4ILS NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 600 45.000 ,`f14f1l11/r��i -or- •.F N 3069 ' lO. 10/19/12 LU� STATE OF _ \ .,,",'0NA1- E ��. "111I 1109 COASTIAL BAY BOYWON BC,FL 33435 OCTOBER 1, 2006 1 UPLIFT TOE -MAIL DETAIL . I ST-TOENAIL UPLI FV-t IL J O OD � 00 a Miiek Industries, Inc. NEkR FAR WrlT k Industries, Ch=sarfietd, MO . Page I of 1 NOTES 1. TOE NAILS SHALL BE DRIVEN AT AN 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 DI STAfdCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BETHE LESSER. VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR 1,4EMBERS OF DIFFERENT SPECIES. -N�VATHDRAWAL VALUES PER NDS 2001 (Ib/naii) E M. IX HF SPF SPF S cD .131 58.5 46.1 1 31.5 299 20.3 J.135 I 6113 47.5. I 32B 30.7 209 .162 I 72.3 579 1 39.1 36.8 25.1 zN .128 41 27.0 19A o 731 543 [1� 428 931.3 77.7 182J .148 51A 492 213 m CD .120 45.9 3 74 23A 159 O .128 49.0 38.6 26-5 25.0 17.0 o 1.131 50.1 39.5 27.1. 25.5 17.4 .143 55.6 441i 30.6 1 25.9 1 19.5 VALUES SHOWi4 ARE CAPACfiY PER TOE NAIL. APPLICABLE DURATION OF LOAD INCREASES MAYBE APPLIED. EXAMPLE '(3) -16d NAILS (.162" diem. x 3.5n) WITH SPF SPED ES TOP PLATE For%Ind DOL of 1.33: 3 (nails) X 36.8 (lb/nal)X 1.33 (DOL 'forwind) = 146.81b Maximum Allowable Uplift Reaction Due To Wnd For4Nnd DOL of 1.60: 3 (nails) X 36.8 (lb/nal)X 1.60 (DOL for wind)=175.61b Maximum Allowable Uplift Reaction Due 7o Wind If the uplif reaction specified on the Truss Design Drawing is more than 146.8 lbs (176.6lbs) another mechanical uplift connection must be used. USE (3) TOENAILS ON 2x4 BEARING WAIL ^' USE (4) TOE -NAILS ON 24 BEARING WALL 1-0/3-9/12 \CENSF i _ N 34869 _ -U • STATE OF 10NAL1?`�� . fill 1109 COASTAL BAY BOYNTON BC,FL 33435 a c 2 THE Q MARK/TRUSS LABEL REPRESENTS THE LEFT SIDE OF EACH TRUSS DRAWING 40' 0" I I I I II lit l i I I I I ! I I I I I I I III I I I I ' Cj1 L7 2 2'0^ TV TV 2'0^ H © CJ1 CJ3 CJ5 AO6 A04 A02 A02 A02 A02 c A02 A01 A01 A03 A05 CJ5 CJ3 CJ1 cJ Ji )r CIEi� TW I - A N 0 n N _ O 0 i I o N t a o N CJ1 0 N i t I II i i L' o fV 0 N U V V 0 N 0 cJ 0 cic c _ 20, 0^ ALL WALLS AT 8'-0" A.F.F. LEVEL RETURN BY BLDR 21-011 SQUARE CUT OVERHANG TYPICAL END DETAIL LEVEL RETURN BY BLDR LAYOUT REkAEWEDAW OV /AP ►— v r a, D FOR COMPLIAMCE WITH ARC CTURAL DRANNISS `Z Ly (/f \\\\111111111,',i * 34US A W �OR1OP l�NA"E�1:`` ` 1109 COASTAL BAY BOYNTON BC,FL 33435 5'1MD14 (A)I JUS24 (j) I THD46 QB JUS26 QJ MSH422 © THD26 O QD THD28 QE THD26-2 ID THD28-2 NO QG JUS46 LOADING ROOF FLOOR WIND LOAD a ¢ LIVE LOAD 30 0 ASCE 7-10 00 ~ c=i DEAD LOAD 10 0 160 MPH D(P B F, LIVE LOAD 10* 0 CATEGORY II m DEAD LOAD 10 0 ENCLOSED TOTAL LOAD 50 0 FBC - 2010 z DURATION FACTOR J-25 0 TPI - 2007 REV DATE BY REMARKS It is understood that above conditions have been reviewed ❑ APPROVED & are acceptable for the ❑ APPROVED AS NOTED fabrication at trusses, elevalions,pitches, overhangs, ❑ REVISE AND RESUBMIT fascias,ceiling elevationstpitches, bearing ❑ REJECTED conditions & all detail pertaining to this truss placement plan. No back charges will be accepted DATE without previous written approval from an A-1 Roof Trusses representative. REVIEWED BY CUSTOMER Donald Noble JOB NAME Noble Garage LOCATION - COMMNTY / LOT p BLDG BLDG TYPE N JOB III 58606A MASTER - DRAWN SCALE DATE 5/8/ 14 0AA A/ T C .jJAA-1 ROOF TRUSSES FOR BRACING & ERECTION DETAILS REFER TO BCSI-03 AND/OR ENGINEER OF RECORD A FLORIDA CORPORATION Ph 772-409-10101 Fax 772-409-1020 httpYAvww. a 1 truss. cram