Loading...
HomeMy WebLinkAboutSUBMITTED PAPERS_2t•� Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.2 These truss designs rely on lumber values established by others. MiTek RE: 22700 - 22700-North American -Lees MiTek Industries, Inc. Site Information: 6904 Parke last Blvd. Customer Info: North American Resource Group, Inc. Project Name: Lees Model: Tampa, FL3361Q-0115 Lot/Block: Subdivision: Address: 3701 S. Indian River Dr. City: Ft. Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2007/TPI2002 Design Program: MiTek 20/20 7.2 Wind Code: ASCE 7-05 Wind Speed: 140 mph Floor Load N/A psf Roof Load: 32.0 psf This package includes 58 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 61GI6-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# JTruss Name Date No. Seal# Truss Name Date 1 T4270429 ^-CA 1/27/012 18 T4270446 IA07 1/27/012 2 T4270430 I -CJ3 1/27/012 19 T4270447 IA08 1/27/012 3 I T4270431 I -CJ5 ' 1 /27/012 120 I T4270448 I A09 11 /27/012 I 14 IT4270432 I-CJ7 11/27/012 121 IT4270449 1A10 I1/27/012 15 I T4270433 I -EJ7 11/27/012 122 I T4270450 I A11 11/27/012 6 IT4270434 1 -ERA I 1/27/012 123 IT4270451 IA12G 1/27/0 7 T4270435' -EJ71B 11/27/012 24 IT4270452 IA13 1/2 0 8 IT4270436 -EJ9 1/27/012 125 T4270453 IA14 1/27/01 9 IT4270437 -EJ9A 1/27/012 126 T4270454 JA15 1127/01 10 IT4270438 -HJ7 1/271012 127 IT4270455 IA16 1/27/012 11 IT4270439 -HJ9 1/27/ 12 128 IT4270456 IA17 1/27/012 12 IT4270440 A01 1/27/012 129 IT4270457 IA18 1/27/012 113 IT4270441 I A02 , 11/27/012 130 I T4270458 I A19 11/27/012 1 114 I T4270442 A03 1/27/012 131 I T4270459 I A20 11/27/012 115 I T4270443 I A04 11/27/012 132 IT4270460 IA 1 11/27/012 116 I T4270444 A05 11/27/012 133 I T4270461 I A22 11/27/012 117 I T4270445 I A06 11/27/012 134 IT4270462 IA23G 1/27/012 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Magid, Michael My license renewal date for the state of Florida is February 28, 2013. 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. Fps ut uljr: .-' c E"Nto No 536 Z STATE OF O R. E 10ii At ���``'► FL Cert. January 27,2012 Magid, Michael 1 of 2 '•; RE: 22700 - 22700-North American -Lees Site Information: Customer Info: North American Resource Group, Inc. Project Name: Lees Model: Lot/Block: Subdivision: Address: 3701 S. Indian River Dr. City: Ft. Pierce State: FL No. Seal# Truss Name Date 35 IT4270463 I A24 11/27/012 136 IT4270464 I A25 11/27/012 137 I T4270465 I A26G 11/27/012 138 I T4270466 I A27 11/27/012 139 I T4270467 I B01 11/27/012 140 I T4270468 I B02 11/27/012 I I41 IT4270469 I B03 1/27/012 142 IT4270470 I B04 11/27/012 I 143 I T4270471 I B05 11/27/012 I 144 I T4270472 I B06 11/27/012 I 145 IT4270473 I B07G 11/27/012 I 146 IT4270474 I B08G 11/27/012 I 147 IT4270475 I MV10 11/27/012 I 148 IT4270476 I MV12 11/27/012 1 149 IT4270477 I MV12A 11/27/012 I 150 IT4270478 I MV14 1/27/012 151 IT4270479 I MV14A 11/27/012 52 T4270480 I MV16 1/27/012 I53 T4270481 P601 11/27/012 I 154 IT4270482 I PB02 11/27/012 I 155 IT4270483 I PB03 11/27/012 I 156 IT4270484 I PB04 11/27/012 157 IT4270485 I P605 11/27/012 1 158 IT4270486 I P606 11/27/012 2 of 2 Job Truss Truss Type Qty Ply 22700-North American -Lees T4270429 22700 —CJ1 Jack -Open Truss _ 12 1 Job Reference o lional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:15:36 2012 Page I D:e64c?ixGe2QMledr5E3ftjybQJf-_3g_FxjLhZObYrvwLWOfIbg2DDNDmFW75uYD_WzrC7 -2-0-0 } 1-0-0 2-0-0 1-0-0 Scale = 1:8.3 Refer to MiTek "TOE -NAIL" Detail for connection to 3 supporting carrier truss (typ all applicable jacks on this job) 5.00 12 2 n d 4 1 4x4 = 1-0.0 Plate Offsets MY): : 2:0-0-1 0-0-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.25 Vert(TL) 0.00 7 >999 180 BCLL 0.0 ' BCDL 5.0 Rep Stress Incr YES Code FBC2007/TP12002 WE 0.00 (Matrix-M) Horz(TL) 0.00 2 n/a n/a Weight: 7 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 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) 2=249/0-8-0 (min. 0-1-8), 4=-47/Mechanical, 3=-3 1 /Mechanical Max Horz 2=147(LC 5) Max Uplift2=-535(LC 5), 4=-47(LC 1), 3=-31(LC 1) Max Grav 2=249(LC 1), 4=126(LC 5), 3=88(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-450/182 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' 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 ,,°°111111111111,I between the bottom chord and any other members.`� P�L S, p ,� I��, for truss to truss ✓/ 4) Refer to girder(s) connections. , ,s `• ' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 535 lb uplift at joint 5, 47 lb uplift at joint 4 and \� •. •; G•E jv S • • �� 0 ••'. i�� 31 lb uplift at joint 3. ; • Q 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. No 53681 �►-�' * LOAD CASE(S) Standard I a is STATE /OF i 0 p R '�111111111°1° FL Cert. 6634 January 27,2012 ®WARMNG - Vei-tfy design pammcfe and READ NOTES ON INIS RAID INCLUDED 1111TEKREFE,RRNCE PAGE BUT 7473 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. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tempe, FL 33810.4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06101,2012 by ALSC or proposed by SPI5. Job Truss Truss Type Qty Ply 22700-North American -Lees T4270430 22700 —CJ3 Jack -Open Truss 12 1 Job Reference o lional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:15:37 2012 Page ID:e64c?ixGe2QMledr5E3ftjybQJf-TFENSHkzSIWSA?U6uEvuFoDDzdkBVimH KYHnwyzrC7 _3_p_p 3-0-0 2-0-0 3-0-0 Scale = 1:12.5 y 3 5.00 12 2 sn aD d 4 1 4x4 = 2-11.4 3,0 0 2.11-4 0- - 2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.01 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 13 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. • BOT CHORD 2 X 4 SYP No.3 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=52/Mechanical, 2=239/0-8-0 (min. 0-1-8), 4=6/Mechanical Max Horz 2=222(LC 5) Max Uplift3=-85(LC 5), 2=-417(LC 5) Max Grav 3=52(LC 1), 2=239(LC 1), 4=36(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-542/207 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent-with any other live loads. 3) ' 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./111111/ 1j��� �ll 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to' bearing plate capable of withstanding 85 lb uplift at joint 3 and 417 lb uplift at joint 5. , ,�S, ; ,��� �P.��; 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, G E N ss o� G ` ',•'�\ S�•=,•/�,p. LOAD CASE(S)standard ." No 53681 :�%-' STATE F J,,�`'/O p. •' \`ate sF �R�•, 1O N Al 10 FL Cert. 6634 January 27,2012 A WARNING - Ve fy design Paran etem and RED NO TBS ON THIS AM INCLUDED WTSKREPPRSNCE PAGE Bfll-7473 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., Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0810112412 by ALSC or proposed by SPIB. Tampa, FL 33610-4115 Job Truss Ply 22700-North American -Lees T4270431 22700 -CJ5 7J..kTruss �Qty 12 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:15:37 2012 Page ID:e64c?ixGe2Q Mledr5E3ftjybQJf-TFENSHkzStWSA?U6uEvuFoDDzdj WVimHKYHnWyzrC7 r IV5-0-0 2 0 0 5-0-0 Scale = 1:16.7 3 5.00 12 2 �I 1 4 3x4 = 4-11-4 _ _ _ 5.0,0 4-11-4 0-d 12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.03 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.05 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 5.0 Code FBC20071TPI2002 (Matrix-M) Weight: 19 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. • BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation u' e REACTIONS (lb/size) 3=107/Mechanical, 2=28810-8-0 (min. 0-1-8), 4=29/Mechanical Max Horz 2=300(LC 5) Max Uplif:3=189(LC 5), 2=-443(LC 5), 4=-4(LC 6) Max Grav 3=107(LC 1), 2=288(LC 1), 4=66(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-681/251 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. \11111111111l1� 1I�� 4) Refer to girder(s) for truss to truss connections. % �� 's 189 lb 3, 443 lb uplift at joint 5 P, of 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint ,% s • , , , � •' �ij and 4 lb uplift at joint 4. G E N SF �'•• ��� 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. : ��•.' V ®� No 53681 i'�• LOADCASE(S) Standard STATE /0 F • ��!!1l111911\\ FL Cert. 6634 January 27,2012 ®WARMNG - Vorlfg dcsign parametera and READ NOTES ON THIS AND INCLUDED 111T SKREPPMAICE PAGE MI.7473 EEPORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component.• ' Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiility, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPI6. Tampa, FL 33610-4116 Job Truss Truss Type Ply 22700-North American -Lees T11y T4270432 22700 —CJ7 Jack -Open Truss 1 Job Reference o tional East Coast Truss, Fart Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:15:38 2012 Page I D:e64c?ixGe2Q Mledr5E3ftjybQJf-xSolgdlbDBeJo931SxQ7nOmQwl zSE9?QZC1 K2PzrC7 p-p.p 7-D-0 Scale = 1:212 3 5.00 12 drn s� 2 1 4 4x4 = 6-10-8 7 0 0 6-10-8 0118 LOADING (psf) SPACING 2-0-0 CSI DEFL - in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.17 4-7 >503 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.19 4-7 >427 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 3 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 25 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 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 e REACTIONS (lb/size) 3=160/Mechanical, 2=346/0-8-0 (min. 0-1-8), 4=47/Mechanical Max Horz 2=377(LC 5) Max Uplift3=-285(LC 5), 2=-490(LC 5), 4=-13(LC 5) Max Grav3=160(LC 1), 2=346(LC 1), 4=94(LC 2) FORCES (lb) - Max..Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-866/308 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " 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. 011111 111111�� 4) Refer to girder(s) for truss to truss connections. `�� �� S S. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint 3, 490 lb uplift at joint 5 `% �P........ • Ito 4. E • • �� and 13 uplift at joint ,ems NG • S 0 `G •••, 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. : ''•� LOADCASE(S) Standard `f NO 53681rc i" .53Y STATE F � m INA 11111111 FL Cert. 6634 January 27,2012 ® WARMNG - Vcnfg design parmneiern and READ NOTES ONTBISARD INCLUDED fI MKREFI3RENCE PAGE MI.7473 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.• ' Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown ■`Y■ Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/0112012 by ALSC or proposed by SPIB, Tampa, FL 33610-4115 Job Truss Truss Type Qly Ply 22700-North American -Lees T4270433 22700 —EJ7 Jack -Open Truss 14 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:15:39 2012 Page ID:e64c7ixGe2QMledr5E3ftjybQJf-PeM7tzID_UmAPJeUOfyMKD IbgQJhzcFaosmtbrzrC7 -2-0-D 7A-0 I 2-0.0 7 0 0 Scale = 1:21.2 3 5.00 12 d�d �5 2 1 4 44 = 7-0-0 7-0-0 LOADING (psi) SPACING 2-D-0 CSI DEFL in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.17 4-7 >503 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.19 4-7 >427 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 3 n/a n/a BCDL 5.0 Code FBC2007lrP12002 (Matrix-M) Weight: 25 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 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=160/Mechanical, 2=346/0-8-0 (min. 0-1-8), 4=47/Mechanical Max Horz 2=377(LC 5) Max Uplift3=-285(LC 5), 2=-490(LC 5), 4=13(LC 5) Max Grav3=160(LC 1), 2=346(LC 1), 4=94(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-866/308 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • 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 ,`��L IS1rr��� 4)Reerrtogirder(s)for truss to truss connecti connections. lb 3, 490 lb 5 j,9 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 uplift at joint uplift at joint • ...... J# OP ,,%G�P' and 13 lb uplift at joint 4. G E N(1j `s� •'••% 00i 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :� �'� �,� LOADCASE(S) Standard No 53681 • 2 � � 53 STATE F 07 F s /O N Ai ��,��• FL Cert. 6634 January 27,2012 ®WARMNG - Vcrify and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE hell-7473 BEFORE USE. �* Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component. j��• ' Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the WOW erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSO or proposed by SPIS, Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 22700-North American -Lees T4270434 22700 —EJ7A Jack -Open Truss 7 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7,250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:15:40 2012 Page I D:e64c7ixGe2Q Mledr5E3ftjybQJf-tgvV5JmrlouOl TChaMTbtRrm Mga3i3VjOW WR7HzrC7 7-o-D 7-0-0 Scale = 1:21.0 3 5.00 12 � I 3x4 2 1 4 3xB = 7-0.0 7.0-0 Plate Offsets MY): : 1:0-1-4 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.25 4-9 >331 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.90 Vert(TL) 0.20 4-9 >424 180 BCLL 0.0 Rep Stress incr YES WB 0.00 Horz(TL) -0.06 3 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 24 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 3-9-0 oc bracing. SLIDER' Left 2 X 4 SYP No.3 1-5-3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=233/0-8-0 (min. 0-1-8), 3=157/Mechanical, 4=54/Mechanical Max Horz 1=269(LC 5) Max Uplift 1 =-219(LC 5), 3=287(LC 5), 4=-39(LC 5) Max Grav 1=233(LC 1). 3=157(LC 1), 4=89(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-285/34 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ° 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 ,`�l l l 11111►/j� between the bottom chord and any other members. �I�, 4) Refer to girder(s) for truss to truss connections, %� �P ... .. • •v/,9 .G 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 7, 287 lb uplift at joint 3 •, ENS; •, �1/ ®� and 39 lb uplift at joint 4. `ee>�G ` ••' \. F•••°•Q_ 6) "Semi -rigid pAchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. No 53681 Standard LOAD CASE(S) STATE /OF SE���� 111111111 FL Cert. 6634 January 27,2012 ® WARNING - VcHfy design pararneie and READ NOTES ON THIS APM INCLUDED f97TEX RPPERENCE PAGE Wl-7473 BEFORE USE. Design valid for use only with Mlrek connectors. This design is based only upon parameters shown, and is for an individual building component.• ' Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the M iT�k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 If Southern pine (SP or SPp) lumber is specified, the design values are those effective 05101012 by ALSC or proposed by SP18. Jab Truss Truss Type Qty Ply 22700-North American -Lees ' T4270435 22700 -EJ7B Jack -Open Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:40 2012 Page ID:e64c?ixGe2QMledr5E3ftjybQJf-tgvV5JmrlouOI TChaMTbtRrgzgYzi3VjOWWR7HzrC7 6-7-8 Scale = 1:20.1 3 5.00 12 3x4 1- d�d c5 2 1 5x6 II 4 6-7-B 6.7.8 Plate Offsets MY): : 1:0-3-0 0-0-6 LOADING (psi SPACING 2-D-0 CSI DEFL in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.26 4-7 >297 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.97 Vert(TL) 0.21 4-7 >379 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.06 3 n/a n/a BCDL 5.0 Code FBC2007rrP12002 (Matrix-M) Weight: 23 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied. SLIDER Left 2 X 4 SYP No.3 1-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 1=210/0-3-8 (min. 0-1-8), 3=153/Mechanical, 4=57/Mechanical Max Horz 1=254(LC 5) Max Uplift 1 =1 90(LC 5), 3=-281(LC 5), 4=44(LC 5) Max Grav 1=210(LC 1), 3=153(LC 1), 4=90(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-473/97 BOT CHORD 1-4=-578/221 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. J 1111111111� ttt 3) • 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,�� L S /., between the bottom chord and any other members. `, 4) Refer to for truss to truss connections. GC ` ' E N • • �ij �i girder(s) 19D lb ��� t✓ 5, 281 lb at 3 N� SF �'.•% �= 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint uplift joint z%� and 44 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �r No 53681 •: LOAD CASE(S) Standard STATE .fie /OF FL Cert. 6634 January 27,2012 ®TVdRNING - Venifij design panamct. and RPAD NO MS ON THIS AIYD INCLUDED IVMKREPERENCE PAGE MD-7473 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. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tempe, FL 33610.4115 If Southern pine (SP or Sep) lumber is specified, the design values are those effective 0^010112012 by ALSC or proposed by SPIB, Job Truss Truss Type City Ply 22700-North American -Lees .,, T4270436 22700 -EJ9 Jack -Closed Truss 22 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 11:13:54 2012 Page 1 ID:e64c?ixGe2QMledr5E3ftjybQJf-9SoXrOsUyOb2o48RfDxMPFZvMHC WLGE?T6uJlmzrBGx -2-0-0 4-5.9 9-0-0 2-0-0 4-5-9 4-6-7 4 Scale = 1:24.9 5.00 12 1x4 3 d sA 2 �I 6 5 46 _ 3x8 9-0-0 9-0-0 Plate Offsets X Y : 2:0-0-1 0-0-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.17 6-9 >615 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.29 6-9 >362 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 2 n/a n/a BCDL 5.0 Code FBC2007rTP12002 (Matrix-M) Weight: 38 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or B-6-2 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=102/Mechanical, 2=403/0-6-0 (min. 0-1-8), 6=175/Mechanical Max Horz 2=454(LC 5) Max Uplift 4=199(LC 5). 2=-541(LC 5), 6=205(1_C 5) Max Grav 4=102(LC 1), 2=403(LC 1), 6=182(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-560/305 BOT CHORD 2-6=-527/318 WEBS 3-6=-347/575 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 1°11111 111 /�� 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. °°° EL S. M,9 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,°° x\P`. • .... I�, 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 `�� �G , G E �/ S+' •, �� �� ' F '•. fit between the bottom chord and any other members. ; V Q 5) Refer to girder(s) for truss to truss connections. N O 53681 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 4, 541 lb uplift at joint 7 and 205 lb uplift at joint 6. "Semi in the design of this truss. �y e 8) -rigid pitchbreaks including heels" Member end fixity model was used analysis and STATE LOAD CASE(S) Standard;:�� IN FL Cert. 66 44 January 27,2012 en ,/ ea:gn pa m era an ' Design valid for use only with MiTek connectors, This design Is based only upon parameters shown, and Is for an Individual building component. �I Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Southern pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 22700-North American -Lees - T4270437 22700 -EJ9A Jack -Closed Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 11:16:16 2012 Page 1 ID:e64c7ixGe2QMledr5E3ftjybQJf _nNDexaYWeUuqu7k_l Uf9CRBsXfedU3v7CHgkXzrBEj 4-5-9 9-0-0 4-5-9 4-6-7 Scale = 1:24.8 3 5.00 12 1x4 2 CA 5 4 3x8 4x6 = 9-M 9-0-0 Plate Offsets X Y : 1:0-0-1 0-1-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.17 5-8 >615 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.30 5-8 >349 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 1 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 35 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-12 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer I stallation quide. REACTIONS (lb/size) 1=283/0-8-0 (min. 0-1-8), 3=98/Mechanical, 5=192/Mechanical Max Horz 1=346(LC 5) Max Uplift 1=-267(LC 5), 3=-189(LC 5), 5=245(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-397/364 BOT CHORD 1-5=-600/348 WEBS 2-5=-380/656 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 1 111111111111, 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '✓/,Q 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. `�� �G , E S • �ij ' •'•,,y^ 5) Refer to girder(s) for truss to truss connections. ; 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 267 lb uplift at joint 6, 169 lb uplift at joint N 0 53681 •: * r 3 and 245 lb uplift at joint 5. o 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) standard STATE P F rG••.A NA - FL Cert. 6634 January 27,2012 vuXivincr- y aesc9n parorrnetera an ' Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component h responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 6904 ParKe East Blvd, Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/0112012 by ALSC or proposed by SPI& Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 22700-North American -Lees ' T4270438 2270D -HJ7 Diagonal Hip Girder 5 1 Job Reference o lional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:15:43 2012 Page ID:e64c?ixGe2QMledr5E3ftjybQJf-HPbejLpk2jGbuwxGFV01 U3TDB2kDvNj9iUk5kczrC7 4-11-10 i 9.10-13 120-15 I 2-9-15 4-11-10 4-11.3 Scale = 1:23.5 4 3.54 12 13 3x4 % 3 12 11 2- 1 14 15 7 16 6 1x4 I 5 3x6 % 3x6 4-11-10 9-10-13 4-11-10 4-11-3 Plate Offsets X Y : 2:0-0-7 0-1-8 6:0-3-11 0-1-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.08 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 4 n/a n/a BCDL 5.0 Code FBC2007fTP12002 (Matrix-M) Weight: 44 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=150/Mechanical, 2=45010-11-5 (min. 0-1-8), 6=2331Mechanical Max Horz 2=378(LC 3) Max Uplift 4=261(LC 3), 2=840(LC 3), 6=-293(LC 3) Max Grav 4=150(LC 1), 2=450(LC 1), 6=250(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-791/697, 11-12=-574/698, 3-12=-527/684 BOT CHORD 2-14=809/528, 14-15=-809/528, 7-15=-809/528, 7-16=-809/528, 6-16=809/528 WEBS 3-6=-559/857 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ``tt I I I 1 11►111, 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. live loads. tiJ,q �j�, 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ♦♦ �P�, , •, 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 ♦♦♦ G Ci E N �l SF •�•,1,��, between the bottom chord and any other members. ♦♦ �•••�.� 5) Refer to girder(s) for truss to truss connections. N O 53681 �•: 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261 lb uplift at joint 4, 840 lb uplift at joint 8 * r and 293 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including 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) 21 Ito up at 1-4-11, 21 lb up at 1-4-1g 5 lb down and 52 lb up at 4-2-10, 5 Ito down and 52 lb up at 4-2-10, and 53 lb down and 157 lb up at 7-0-9, and 53Ib down and 157 Ito •�-T STATE )0F at 7-0-9 on top chord, and 19 lb up at 1 4-11, 19 lb up at 1-4-11, 6 lb down and 4 lb up at 4-2-10, 6 lb down and 4 lb up at 4-2-10, and .. On, o 36 Ito down and 10 lb up at 7-0-9, and 36 Ito down and 10 lb up at 7-0-9 on bottom chord. The design/selection of such connection s ,(� • , A � 1Q Q; • �_ ♦♦♦ device(s) is the responsibility of others. front back o�,IsS/O 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as (F) or (B), �` N A1- LOAD CASE(S) Standard I 1 lilt It 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-4=54, 5-8=-10 FL Cert. 6634 January 27,2012 Continued on page 2 ® WARNING - Verifij design palm d cm an d READ NO MS ON THIS AND INCLUDED IffTEX REFBRENCB PA GB Iff7.7473 BEFORE USB, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Welk' Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibiility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatlon, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safaty Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tempe, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPI6, Job Truss Truss Type Qty Ply 22700-North American -Lees T4270439 22700 —HJ9 Diagonal Hip Girder 1 1 Job Reference o lional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:15:44 2012 Page ID:e64c?ixGe2QMledr5E3ftjybQJf-Ib9OwgpMp1 OSW4WSpCXX1 HONAR2gejMJx8UeG2zrC7 2-9-15-it 1 6.2-11 4.6 �cale = 1:27.0 3.54 12 5 6 44 % 15 3x4 4 3 14 13 2 �I 1 16 17 9 18 19 B 1x4 II 4x6 =7 4x4 = 4-4-6 6-6-1 12-8-0 12.8r12 4-4-6 2-1-11 6-1-15 0-0=12 Plate Offsets X Y : 2:0-1-12 0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.14 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.16 8-9 >922 180 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) -0.03 8 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix-M) Weight: 60 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 "Except' BOT CHORD Rigid ceiling directly applied or 4-11-6 oc bracing. 5-8: 2 X 4 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=607/0-11-5 (min. 0-1-8), 8=695/Mechanical Max Horz 2=422(LC 4) Max Uplift2=1076(LC 3), 8=-981(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1044/1365, 13-14=-1039/1358, 3-14=972/1355, 3-4=181/292, 5-8=-279/472 BOT CHORD 2-16=-1476/966, 16-17=-1476/966, 9-17=-1476/966, 9-18=-14761966, 18-19=1476/966, 8-19=-1476/966 WEBS 3-9=0/310, 3-8=-943/1403 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end e`%111111111/1, zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 •v/,9 �i� 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�� �P�, , , . " 3-6-0 tall by 2-0-0 wide will fit � • �ji 3) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle �G jV S' • �! • F•••• between the bottom chord and any other members. ` ; 4) Refer to for truss to truss connections. girder(s) �' i� 0 53681 Ib 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1076 Ib uplift at joint 10 and 981 uplift at joint 8. o 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 21 Ib up at 1-4-11, 21 Ib up at 1-4- 5 Ib down and 52 Ib up at 4-2-10, 5 Ib down and 52 Ib up at 4-2-10, 53 Ib down and 157 Ib up at 7-0-9, 53 Ib down and 157 Ib up at 7-0-S p; �� STATE p F � ' and 106 Ib down and 253 Ib up at 9-10-8, and 106 Ib down and 253 Ib up at 9-10-8 on top chord, and 19 Ib up at 1-4-11, 19 Ib up at . , 1-4-11, 6 Ib down and 4 Ib up at 4-2-10, 6 Ib down and 4 Ib up at 4-2-10, 36 Ib down and 10 Ib up at 7-0-9, 36 Ib down and 10 Ib up at •.C` / P ,•• = o� 7-0-9, and 64 Ib down and 19 Ib up at 9-10-8, and 64 Ib down and 19 Ib up at 9-10-8 on bottom chord. The design/selection of such i '. Q R \ '0 ,• �> �s �I� connection device(s) is the responsibility of others. S loads to the face the truss are as front (F) or back (S). N A� 8) In the LOAD CASE(S) section, applied of noted 1 110 E LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) FL Cert. 6634 Vert: 1-5=-54, 5-6=-54, 7-10=-10 January 27,2012 Continued on Dacie 2 mmem ® WARLIVING - Verify ataign parameters and REND N07ES ON THIS AAID INCLUDED =KREPERENCE PAGE MII.7473 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.*�e� Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ■ Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IYI erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek* fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. pwRosed by SP16. Tampa, FL 33610-4115 If Southern Pine ( SP or SPp) lumber is specified, the design values are those effective OS10112012 by ALSC or Job Truss Truss Type Qly Ply 22700-North American -Lees T4270440 22700 A01 ROOF TRUSS 1 1 Job Reference opt one East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:15:47 2012 Page I D:e64c?ixGe2Q Mledr5E3ftjybQJf-AAg9ZisE6yn1 NXF 1 UK5EfvetVfz?rOpld6iltNzrC7 2-0-0 -o -e.o ago o o- o- 23-0-0 8-5-12 11112 3 o a o 5-0-0 s 5,1 0i 2-0-0 -0-0 2-10-4 2-1-12 55.12 5-0-0 5-0-4 4-0-0 1-8-0 5�-4 5-7-12 Scale = 1 : 101.0 6x8 = 2x4 �� 4x8 = 5.00 12 qx6 4x6 =3x4 II 5x5 = 6x6 = 7 8 9 10 11 12 13 14 6x8 2x4 II 6 15 7x6 D 32 33 39 40 31 5x8 16 5 2x4 = 5x8 = 2x4 d 3x8 % 4x6 N 4x10 4 n 3 12-B-0 u5 2 0I 8 5 27= 26 25 24 23 22 21d20 19 37 38 18 17 9.0pp 0 12 8x8 6x6 = 6x6 = 6x6 Bx8 = Us II 6x8 = 6x8 = 3x10 II 4x10 = 8x14 MT18H = 12x14 MT18H = 8x10 = 2 75 112 -0 48-0 0-8-0 8- 0- 20. 0 9- 39�0 0 5-0- 5 56-0-0 34-0 -0-0 6-0-0 6-0-0 -0-0 2-10d 12-M 14 4-0-0 1-8-0 5-0-0 5-7-12 Plate Offsets (X,Y): [2:0-0-11,0-0-1], [3:0-4-4,0-1-12], [5:0-2-8,0-3-4], [6:0-3.10,0-2-12], [8:0-5-4,0-3-0], [19:0-5-8,0.3-8], [20:0-4-0,0-4-0], [22:0-3-8,0-4-0], [24:0-3-0,0-3-12], 25:0-10-8 0-2-11 26:0-4-4 0-5.0 28:0-6-4 0-4-4 29:0-3-8 0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 1.26 24 >532 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -1.44 22-24 >465 180 MT18H 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.45 17 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix-M) Attic -0.34 22-24 462 360 Weight: 533 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 "Except' TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc purlins, except 1-5: 2 X 4 SYP SS end verticals. BOT CHORD 2 X 6 SYP SS "Except" BOT CHORD Rigid ceiling directly applied or 3-0-1 oc bracing. Except: 23-25,21-23: 2 X 8 SYP SS, 12-21: 2 X 4 SYP No.2 1 Row at midpt 12-20 19-20,17-19: 2 X 6 SYP No.2 WEBS 1 Row at midpt 4-27, 5-26, 6-26, 6-25, 6-24, 24-30, 20-22, WEBS 2 X 4 SYP No.3 "Except* 10-20, 13-20, 13-19, 14-19, 14-18, 16-18 3-28,6-26,20-22: 2 X 4 SYP No.2, 16-17: 2 X 6 SYP No.2 JOINTS 1 Brace at Jt(s): 31, 32, 33 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation i e REACTIONS (lb/size) 2=256110-8-0 (min. 0-3-0), 17=2532/0-8-0 (min. 0-3-0) Max Horz 2=519(LC 4) Max Uplift2=-2154(LC 5), 17=-1836(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5249/3857,3-4=-9982/7653,4-5=-6874/4966,5-6=-5715/3930,6-7=-4717/3225, 7-8=-3517/2571, 8-9=4090/3276, 9-10=-4090/3276, 10-11=-3652/2851, 11-12=-3652/2851, 11111111/1j1 12-13=-3657/2854, 13-14=-2695/2200, 14-15=-195411644, 15-16=-1956/1491, %%% P` 16-17=2515/1829 �� ✓/ •' BOT CHORD 2-29=3788/4770, 28-29=-4274/5400, 27-28=-7153/9023, 26-27=-4622/6286, ��� 0 . •' G•E•N '•V\ SF•'•,�Q 25-26=3473/5145. 24-25=-3092/4569, 23-24=2817/4228, 22-23=2817/4228, �� �N� ios 21-22=-488/503, 20-21=267/165, 12-20=331/444, 19-20=2021/2716, 19-37=1830/2439, No 53681 ; •: 37-38=1830/2439, 18-38=-1830/2439 �� WEBS 3-29=-3263/2608,3-28=-3949/4997,4-28=1159/1534,4-27=-2757/2555,5-27=-566/759, 5-26=1248/1407, 6-26=2329/3209, 6-25=-2380/1486, 6-24=1051/1833, 24-30=955/1320, j 7-30=956/1322, 22-31=0/549, 10-31=0/591, 20-22=-2357/3779, 10-20=-1182/666, /- 13-20=-1590/2243, 13-19=-1856/1407, 14-1 9=-1 038/1567, 14-1 8=-1 451/965, J STATE Y :• �% • 15-18=-291/586, 16-18=-1713/2391, 32-33=-980/594, 8-32=-299/574, 7-32=-1129/702, ,V G'. 4 •_ iT 9-33=-252/411, 8-33=-911 /1024, 10-33=-287/0 o ' A,f P • • p R 0 Continued on page 2 t�(•1 • \• �\ ,�� 0� l) NOTES Unbalanced ve loads have been considered for �esign.�''S 11 A`,`e, roof �'1 ` 2) Wind: ASCE 7-05;1) 140mph (3-second gust); TCDL=4this 2psf BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end 1%` zone; 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) All plates are MT20 plates unless otherwise indicated. FL Cert. 6634 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 January 27,2012 between the bottom chord and any other members, with BCDL = 5.Opsf. ® WARNING - Verifij deign Pa etc and REND NOTES ON MIS AM INCLUDED MnKRETP.RENCE PAGE Y51 7473 SEFORS USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsiblMly of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBarla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 03101/2012 by ALSC or proposed by SPI8, Type 22700-North American -Lees 2700 IA01 (ROOF TRUSS IT I 1 IJob Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MITek Industries, Inc. Fri Jan 27 10:15:47 2012 ID:e64c7ixGe2QMledr5E3ftjybQJf-AAg9ZisE6yn1 NXF 1 UK5EfvetVfz7rOpld6ill NOTES 7) Ceiling dead load (5.0 psf) on member(s). 30-32, 32-33, 31-33 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 22-24 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2154 lb uplift at joint 34 and 1836 lb uplift at joint 17. fO) "Semi -rigid pitchbreaks including 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) . The design/selection of such connection device(s) is the responsibility of others. 12) Attic room checked for U360 deflection. 13) 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) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=54, 8-14=-54, 14-16=54, 29-34=-10, 28-29=-10, 26-28=10, 25-26=-10, 24-25=-10, 22-24=-90, 21-22=10, 19-20=-10, 19-37=10, 37-38=-50, 17-38=-10, 30-31=10 Concentrated Loads (lb) Vert: 39=-50(F) 40=50(F) No 53681 Y STATE OF - �r-Z 0 ;, 40: 0 ss10NAL - `%% #11111 FL Cert. 6634 January 27,2012 ®WARMNG - Vervfy design paramcte and READ NOTES ONTEISAND INCLUDED MrTEKREFERENCE PAGE W1-7473 BEFORE USE, Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown pp�� Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the tyt iTe k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/11`11 Qual8y Warta, DSB-89 and BCSI Building Component 8804 Parke East Blvd. Safely Inlormalion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 a e „enam pine RP nr spnl mmher is sner_ified. the deslan values are those effective 0610112012 by ALSC or proposed by SP18. Job Truss Truss Type Qty Ply 22700-North American -Lees . T4270441 22700 A02 ROOF TRUSS 1 1 Job Re erence o tionai East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:15:50 2012 Page I D:e64c7ixGe2QMledr5E3ftjybQJf-aIWHBku7Ot9cE4zc9TexGYGOkS7n2NfBJ4xzTizrC7 46-2-0 3-0-0 -e-0 10-6-0 18-8-0 e-0- 20.10-0 23-0-0 2&5.12 33-312 39-0-0 43-0-0 5-0-0 50.114 SGO.O 1-,2-0-0 -0-0 6-0.0 -0-0 2-10-0 2-1-12 5-5-12 5-0-0 5-6-4 4-0-0 1-e-0 -2- 4-9-4 5-0.12 Scale = 1:100.6 3x4 II 6x8 = 5.00 12 44 i 2x4 II 4x8 = 4x6 =3x4 II 5x5 = 6x6 = 7 8 9 10 11 12 13 14 15 6x8 % 4x6 C 6 16 3x4 11 7x6 % 32 34 35 42 43 1752x4 \33 = 5x8 = m 3x8 % 4x6 I d 4x10 4 3 m Id 2 1 9� 30 29 331�- 28 27 26 25 24 9.00 5x5 = 8x8 = 23622 21 20 40 41 18 36 5x10 = 112- 6x8 = 6x6 - 6x6 = Bx8 = 3x6 II 8x10 = 3x4 II 4x1D = 8x14 MT18H = 12x14 MT18H = 8x10 = 6xB = 2.75 12 46-2-D 3-4-0 -4.0 6-0-0 6-0-D -4-0 2-10.4 2A-12 B-2.0 2.7.12 5-6-4 4.0-0 1-8-0 -2- 9-10-0 Plate Offsets (X,Y): [2:0-0-3,0-0-3], [3:0-4-4,0-1-12], [5:0-2-8,0-3-4], [6:0-3-10,0-2-12], [8:0-5-4,0-3-0], [19:0-2-8,0-3-0], [21:0-6-12,0-4-0], [22:0.4-0,0-4-0], [24:0-3.8,0-4-0], [26:0-3-0 0-3-12 27:0-10-12 0-2-7 28:0-4-4 0-5-0 30:0-6-4 0.4-4 31:0-3-8 0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 1.26 26 >532 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -1.44 24-26 >463 180 MT18H 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.48 36 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) Attic -0.35 24-26 448 360 Weight: 547 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-8-3 oc puffins, except 1-5: 2 X 4 SYP SS end verticals. BOT CHORD 2 X 6 SYP SS *Except* BOT CHORD Rigid ceiling directly applied or 3-0-2 oc bracing. Except: 25-27,23-25: 2 X 8 SYP SS, 12-23: 2 X 4 SYP No.2 1 Row at midpt 12-22 21-22,20-21,18-19: 2 X 6 SYP No.2, 15-20: 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-29, 5-28, 6-28, 6-27, 6-26, 22-24, 10-22, WEBS 2 X 4 SYP No.3 `Except' 13-22, 13-21, 14-19, 16-18, 26-32 3-30,6-28,22-24: 2 X 4 SYP No.2, 17-36: 2 X 6 SYP No.2 JOINTS 1 Brace at Jt(s): 33, 34, 35 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation u' e REACTIONS (lb/size) 2=2547/0-8-0 (min. 0-3-0), 36=2528/0-5-8 (min. 0-5-8) Max Horz 2=528(LC 4) Max Uplift2=2154(LC 5), 36=-1836(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5216/3857, 3-4=-9919/7644, 4-5=-6827/4963, 5-6=5672/3928, 6-7=4676/3225, 7-8=-3496/2570, 8-9=-4051/3275, 9-10=4051/3275, 1D-11=3585/2848, 11-12=-3585/2848, ,,1111111111111 12-13=3590/2851, 13-14=2639/2209, 14-15=-2704/2230, 15-16=2839/2212, ``�% EL S` p ,�I�� ' 18-36=2528/1836, 17-18=-1631258 BOT CHORD 2-31=-3777/4739, 30-31=-4262/5366, 29-30=-7134/8966, 28-29=-4608/6242, `% • , , ... , . , ✓/,9 I♦♦ �� G Ci E N • • S �� 27-28=-3483/5106, 26-27=-3101 /4534, 25-26=-2826/4184, 24-25=-2826/4184, V� F • •, w, ��; 23-24=-495/485, 22-23=275/165, 12-22=-295/422, 21-22=-2039/2659, 19-40=-1481/1790, N0 53681 i 40-41=1481/1790, 18-41=1481/1790 * „ WEBS 3-31=3243/2602, 3-30=3939/4966, 4-30=1155/1524, 4-29=2743/2550, 5-29=-564/756, m 5-28=1243/1405, 6-28=2322/3188, 6-27=2347/1491, 6-26=1076/1832, 22-24=2358/3751, 10-22=1223/671, 13-22=1561/2221, 13-21=1852/1401, 19-21=-1945/2711, / 16-19=777/1233, 16-18=-282212179, 26-32=-955/1324, 7-32=-956/1326, 24-33=0/567, STATE P F--: • 10-33=0/609, 34-35=950/594, 8-34=-299/560, 7-34=-1100/702, 9-35=-246/410, 011. 8-35=-910/999, 10-35=286/0, 14-21=482/586 ♦♦ T••.�� /Q Q;,••� ee NOTES Continued on page 2 ♦i s ♦�, loads have been considered Unbalanced roof v140mph IN Al �`%���, ,'S2psf; 2) Wind: ASCE 7-05;1) 4this (3 econd gust); TCDL=e BCDL=3.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end /11 zone; 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) All plates are MT20 plates unless otherwise Indicated. FL Cert. 6634 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 January 27,2012 between the bottom chard and any other members, with BCDL = 5.Opsf. ® WARNING - Verify deaign parameters and READ N07ES ON nHS AAm INCLUDED M-J?KRBPERBIVCB PAGE 01.7473 BEFORE US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown p� is for lateral support of individual web members only. Additional temporary bracing to Insure stability dudng construction is the responsibillity of the �y1 iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult AN51/TFI1 Quality CrBeria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety If Southern Pren(SP or SPp)flumber is (specified, the d sign value3 arie ih se effective 06/0112012 by ALSO or proposed by SPIB. Tempe, FL 33610-4115 Job Truss Truss Type city Ply 22700-North Amencan-Lees T4270441 997nn �A02 ROOF TRUSS 1 1 East Coast Truss, Fort Pierce, FL. 34946 NOTES 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:15:50 2012 7) Ceiling dead load (5.0 psf) on member(s). 32-34, 34-35, 33-35 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 24-26 9) Bearing at joint(s) 36 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 1`0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2154 lb uplift at joint 37 and 1836 lb uplift at joint 36. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 13) Attic room checked for U360 deflection. 14) 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) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-8=54, 8-14=54, 14-17=54, 31-37=-10, 30-31=10, 28-30=10, 27-28=-10, 26-27=-10, 24-26=-90, 23-24=-10, 21-22=10, 20-21=10, 19-40=10, 40-41=-50, 18-41=10, 32-33=10 Concentrated Loads (lb) Vert: 42=-50(F) 43=50(F) �I1111111//� �.�.PEL 00 e No 53681 :�•-: STATE /OF • /O N Al, /hllllllll FL Cert. 6634 January 27,2012 ® WARNING - Verify draign parameters and READ NOTES ON THIS ARID INCLUDED MITEKREPERENCE PEGS MI-7472 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and B for an individual building component. �- Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the Mirek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criferla, DSS-89 and BCSI Building Component 0904 Parke East Blvd. Safety Informallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33510-4115 ff Southem Pine f SP or SPD1 lumber is specified, the design values are those effective 06101/2012 by ALSC or proposed by SPI6, Job Truss Truss Type Qty Ply 22700-North American -Lees T4270442 22700 A03 PIGGYBACK BASE TRUSS 1 1 Job Refe once o Lionel East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 11:36:13 2012 Page 1 ID:e64c7ixGe2QMledr5E3ftjybQJf-R3CksE4OdQ I3xronbwSMAdWdk276ahF5NxlfGfzrAyO 12-8-0 17-10-0 23-0-0 30-11-13 38-11-10 45-0.0 50-4-4 58-0-0 -11-1 6-5-5 6-2-11 5-2-0 5-2-0 7-11-13 7-11-13 6-0-6 5-4-4 5-7-12 Scale = 1:98.1 4x8 = Bx8 = 5.00 12 4x4 = 5x8 — 6x6 = 6 7 8 9 10 4x4 i 4x4 5x6 y 5 11 Bx10 C 4 12 M 3x6 7::- 3 n 19 A 2 2x4 II 20 7x6 — 18 w 1 4x4 4x4 zz 17 33 16 15 14 29 22 21 2x4 I 2x1 13 4x6 = II 4x8 = 3x8 = 2x4 II 1 15.4-0 15-4-0 7x6 = 4x8 = 2x4 II 2x4 II 4x8 = 6x8 = 2.75 F12 2x4 II 6-5-5 12-8-0 23-0-0 28-0-0 33-5-13 38-11-10 43-2-0 5-0- 50- -4 56-0-0 6-5-5 6-2-11 10-4-0 5-0-0 5-5-13 5-5-13 4-2.6 -10 5-7-12 Plate Offsets X Y : 4:0-2-12 Ed a 6:0-5-4 0-3-4 17:0-2-7 0-6-12 21:0-5-4 0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.69 19 >966 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.66 19 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) -0.30 29 n/a n/a BCDL 5.0 Code FBC2007rrP12002 (Matrix-M) Weight: 464 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins, 1-4: 2 X 4 SYP No.2 except end verticals. BOT CHORD 2 X 6 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-10-6 oc bracing. Except: 23-24,26-28: 2 X 4 SYP No.2 4-2-0 oc bracing: 20-21 WEBS 2 X 4 SYP No.3 *Except* 4-10-0 oc bracing: 16-17 12-29: 2 X 6 SYP No.2 WEBS 1 Row at midpt 5-21, 6-19, 7-18, 9-18, 9-17, 9-16, 12-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1930/0-8-0 (min. 0-24), 29=1876/0-5-8 (min. 0-5-8) Max Horz 2=527(LC 4) Max Uplift 2=-2137(LC 5), 29=-1806(LC 4) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3994/4002, 3-4=-3671/3695, 4-5=-364813916, 5-6=-3783/3865, 6-7=-4177/4445, 7-8=-3375/3634, 8-9=-3375/3634, 9-1 0=1 942/2158, 10-11=-215612267, 11-12=-1636/1641, 13-29=187611806, 12-13=-1837/1804 BOT CHORD 2-22=3887/3626, 21-22=-3887/3626, 20-21=-3682/3632, 19-20=3614/3535, ,`i11111111111111 18-19=-4121/3898, 17-18=2781/2661, 17-33=2719/2596, 16-33=-2719/2596, %,%% EL S ^ , 11 kl 1l 15-16=-1561/1461, 14-15=-1561/1461 %% \\ ,.•••.., G '' WEBS 3-21=-328/562, 4-21=-281/543, 5-21=454/457, 5-20=-139/568, 6-20=-4301317, oo G E N '� SF•'•,�� 6-19=-1308/1157, 7-19=-863/869, 7-18=-1315/1496, 9-18=1362/1295, 9-17=-442/646, V\ :o �N� 9-16=-1238/1293, 10-16=-536/545, 11-16=682/782, 11-14=1059/1120, 12-14=-175911797 NO 53681 r ' NOTES 1) Unbalanced roof live loads have been considered for this design. l C; MWFRS — ' 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. l; Exp enclosed; (low-rise) gablek end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 STATE .' 3) Provide adequate drainage to prevent water ponding. 0 (V 4% 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' designed live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0 wide will �� O R 5) This truss has been for a of on chord all areas where a rectangle fit between the bottom chord and any other members, with BCDL = 5.Opsf./`s \ o� 6) Bearing t joint9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 111s 11j0 N A` %%* ring capacity7) 1� Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2137 lb uplift at joint 30 and 1806 lb uplift at joint 29. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Celt. 6634 LOAD CASE(S) Standard January 27,2012 • cn rgn paranr era an - . Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Tampa, Fl. 33610.4115 Job Truss Truss Type Qly Ply American -Lees F22O-North T4270443 22700 A04 PIGGYBACK BASE TRUSS 11rence o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:15:55 2012 Page I D: e64c7ixGe2 Q Mledr5E3ftjybQJf-xjJAERy F DPnu Km sZyO E6zbzMgtgJjdRwTLej9wzrC -11-14 6-5-5 6-2-11 5.2.0 5.2-0 7-11-13 7-11-13 6-0-6 5.4-4 5-7-12 Scale = 1:100.5 5.00 12 6x8 = 4x6 =4x8 = 4x4 = 6x6 = 6 7 B 9 10 4x6 % 4x4 5x6 % 5 11 Bx10 4 12 M 3x6 d 3 M 19 N = 2 20 7x6 18 1 4x4 44 17 16 14 13 29 22 21 2x4 I 33 15 4x4 = 2x4 II US= 3x6 = 2x4 II 7x6 = 4x6 = 6x8 = 2.75 12 2x4 II 2x4 II 4x8 = 2x4 II 2x4 II i 15-4-0 I 15-4-0 I 6-5-5 12-8-0 23.0-0 1 258-0.0.0 3-551133 --2a 55.44-44 556-010 10-4-0 5-5.138-'1-10 4--7.2-11 2 Plate Offsets X Y : 6:0-5-4 0-3-0 17:0-2-7 0-6-12 21:0-54 0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.22 18-19 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.20 18-19 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) -0.12 29 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix-M) Weight: 464 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc purlins, except 1-4: 2 X 4 SYP No.2 end verticals. BOT CHORD 2 X 6 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-4-11 oc bracing. Except: 23-25,26-27: 2 X 4 SYP No.2 10-0-0 oc bracing: 20-21 WEBS 2 X 4 SYP No.3 *Except* WEBS 1 Row at midpt 5-21, 6-19, 9-17, 9-16 12-29: 2 X 6 SYP No.2 i fek recommends that Stabilizers and required cross bracing ri,nstaliedduring truss erection, in accordance with Stabilizer stallation-guide. REACTIONS All bearings 12-8-0 except Qt=length) 29=0-5-8. (lb) - Max Horz 2=527(LC 4) Max Uplift All uplift 100lb or less atjoint(s) except 2=320(LC 5), 21=2379(LC 4), 22=-243(LC 10), 29=-1287(LC 4) Max Grav All reactions 250 lb or less at joint(s) 2, 22, 2 except 21=2342(LC 1), 29=1352(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-597/371, 3-4=11501978, 4-5=-976/950, 5-6=1240/1385, 6-7=1804/2096, 7-8=-1794/2093, 8-9=-1794/2093, 9-10=1279/1511, 10.11=-1444/1573, 11-12=-1156/1173, ,`/111111111/j� 13-29=-1352/1287, 12-13=-1316/1288� BOTCHORD 2-22=295/353, 21-22=295/353, 20-21=-467/386,19-20=-1214/1109,18-19=2188/1945, ,%� �P•,,...,,M,9nel 17-18=-1758/1628, 17-33=1718/1585, 16-33=-1718/1585, 15-16=-1124/1020, �� G ' • G E N y SF•�•,�� 14-1 5=1 124/1020 �\; �� V\ �� WEBS 3-22=-184/319, 3-21=-615/734, 4-21=347/608, 5-21=2120/2216, 5-20=1031 /1011, � �; j�J 0 53681 6-20=762/935, 6-19=-1295/1146, 7-19=279/385, 7-18=-343/499, 9-18=426/383, .� 9-17=212/418, 9-16=-631/678, 10-16=-272/283, 11-16=353/462, 11-14=724/788, 12-14=1217/1248 e % Continued on page 2 '� �: 0r STATE F 1) Unbalanced roof live loads have been considered for this design. � , 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end s ;4 '. A\ % Q •• = e �i zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 late gripDOL=1.60 9 P 9 P P �(�� OFi�o �iI lSS • •' •' •����� 3) Provide adequate drainage to prevent water ponding. ive loads. bottom load �',;11N A11 TThishis truss .0 psf chord l ve with any re in all areas wheent 5) truss has been designed for a load of ZO.Opsf on the bottom chord al rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 5.Opsf. 6) Bearing at joint(s) 29 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity bearing surface. FL C21 t. 6634 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 320 lb uplift at joint 30, 2379 lb uplift at joint 2 , 243 lb uplift at joint 22, 1287 lb uplift at joint 29 and 320 lb uplift at joint 30. January 27,2012 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. NEW ® WARNING - Vcr & dcsign parwnctera =dREdD NOTES ON THIS AND INCLUDED WTIRK REFERENCE PAGE JUT7473 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. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPI& Job Truss Truss Type Qty Ply orth American -Lees T4270444 FJorence 22700 A05 ROOF TRUSS 1 1 (optional) East Coast Truss, Fart Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:15:57 2012 Page ID:e64c?ixGe2QMledr5E3ftjybQJf-t6Rwf7zW101 ca4Oy3RGa302dVhMYAWQDxf7gDozrC7 0 0.S0.20 - -80 8.0-0 2-0.0 28-512 33-0 21033-0-0 it 7-4-0 2-14 23 -12 5-5-12 52 Scale: 1/8"=l' 6x8 = 2x4 11 4x4 = 46 = 6x8 = 5.00 12 4x6 % 6x6 = 7 B 9 10 11 12 13 6x10 6 5xB 14 7x65 26 39 z 2II8 29 25x8 = s? d 3x8 46 d 5x10 %4 12-8-0 16 3 2 v f11 � d 24 23 22 33 34 35 17 36 37 25 = 21 20 (••) 19 18 16 15 5x5 8x8 = 6x6 = 6x6 = 10x14 MT18H = 2x4 16x8 = 3x10 I I 4x10 8x14 MT18H = 12x14 MT18H = 46 = 9.00 F12 3-0 -8-0 10.8-0 S -0 0. 2 33-9-12 3 14 S 2 3 -4-0 8-0-0 S0.0 -4-0 2-10.4 12-11-8 5-7-2 5-7-2 Plate Offsets (X,Y): [2:0-1-0,0-2-0], [5:0-2-12,0-3-4], [6:0-4-2,0-3-0], [8:0-5-4,0-3-0], [19:0-3-8.Edge], [20:0-3-0,0-3-12], [21:0-10-8,0-2-11], [22:0-4-4,0-4-12], [24:0-6-12,0-4-4], 25:0-3-8 0-3.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 1.34 20-21 >472 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -1.47 19-20 >430 180 MT18H 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.39 15 n/a n/a BCDL 5.0 Code FBC2007frP12002 (Matrix-M) Attic -0.37 19-20 429 360 Weight: 518 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins, except 5-8: 2 X 6 SYP SS, 1-5: 2 X 4 SYP SS end verticals. BOT CHORD 2 X 6 SYP SS 'Except' BOT CHORD Rigid ceiling directly applied or 3-1-0 oc bracing. 2-25,15-17: 2 X 6 SYP No.2, 19-21: 2 X 8 SYP SS WEBS 1 Row at midpt 4-23, 5-22, 6-22, 6-21, 6-20, 20-26, 19-27, WEBS 2 X 4 SYP No.3 *Except* 12-19, 12-18, 14-15, 14-16 3-24: 2 X 4 SYP No.2, 14-15: 2 X 6 SYP No.2 2 Rows at 1/3 pts 12-16 OTHERS 2 X 8 SYP SS JOINTS 1 Brace at Jt(s): 27, 28, 29 LBR SCAB 19-20 2 X 8 SYP SS one side MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=2477/0-8-0 (min. 0-2-15), 15=2669/0-3-8 (min. 0-3-2) Max Horz 2=650(LC 4) Max Uplift2=-2065(LC 5), 15=-1793(LC 4) FORCES (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-505313651, 3-4=-9615/7287, 4-5=-6601/4686, 5-6=5468/3674, 6-7=4413/2921, 7-8=-3393/2430, 8-9=-3827/3016, 9-10=-3827/3016, 10-11=-3858/2691, 11-12=-3858/2691, %1111111I1011 �� 12-13=1931/1571, 13-14=2167/1604, 14-15=-2538/1801 M,9 BOT CHORD 2-25=3620/4588, 24-25=4086/5196, 23-24=-6846/8694, 22-23=4386/6034, `%`G�P• , ...., • I�,, 21-22=-3306/4906, 20-21=-2951/4368, 20-33=2576/3891, 33-34=-2577/3890, �� G E N SF�'•,%�� 19-34=-2577/3885, 19-35=-2091/2907, 18-35=2091/2907, 18-36=-2091/2907, ee��,•'•�\ 17-36=-2091/2907, 16-17=2091/2907 i WEBS 3-25=3138/2491, 3-24=-3784/4822, 4-24=1104/1474, 4-23=2680/2484, 5-23=-547/739, No 53681 •• 5-22=-1218/1380, 6-22=-2187/3049, 6-21=-1957/1214, 6-20=-1418/2118, 20-26=-1013/1398, 7-26=-1016/1402, 19-27=-636/769, 10-27=-561/716, 12-19=-1194/1973, 12-18=-139/282, 12-16=-2026/1322, 13-16=169/537, 14-16=1657/2431, 28-29=-7541356, 8-28=-187/471, , 9-29=2161377, 8-29=-705/837, 10-29=-407/62, 7-28=914/468 �. STATE F .• NOTES Continued on page 2 =�v ��0' �� �'C� 1) Attached 13-3-0 scab 19 to 20, front face(s) 2 X 8 SYP SS with 2 row(s) of 10d (0.131 "x3") nails spaced 9" o.c.except : starting at 0-1-12 • O R \'o P'\•' eee �'�, •' ' • • ' • • \ from end at joint 20, nail 2 row(s) at 4" o.c. for 2-0-0. (") "I ss �'"� is roof live loads have been considered =42psf ;� N Al ,��� 3) Wind: ASCE 7-05; 140mph (3 second gust): TCDLanced BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. FL Cert. 6634. 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 January 27,2012 between the bottom chord and any other members, with BCDL = 5.Opsf. ®TVAmm - V vik denign pa xctc" and READ NOTES ON THIS AM INCLUDED WTLKRI7BRENGE PEGS M11.7473 BEP ORE US& Design valid for use only with MiTek connectors. This design Is based any upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component 4 responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7911 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Sulie 312, Alexandria, VA 22314. Tampa, FL 33610.4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSO or proposed by SPI6. Type ICity IPly I22700-North American -Lees T4270444 ROOFTRUSS East Coast Truss, Fort Pierce, FL. 34946 NOTES 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:15:58 2012 8) Ceiling dead load (5.0 psf) on member(s). 26-28, 28-29, 27-29 9) Bottom chord live load (40.0 psi) and additional bottom chord dead load (0.0 psi) applied only to room. 19-20 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2065 lb uplift at joint 30 and 1793 lb uplift at joint 15. Ti) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 13) Attic room checked for L/360 deflection. 14) 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) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-54, 8-13=54, 13-14=54, 25-30=10, 24-25=-10, 22-24=-10, 21-22=-10, 20-21=-10, 19-20=-90, 19-35=10, 35-36=-50, 36-37=-10, 15-37=-50, 26-27=-10 Concentrated Loads (lb) Vert: 38=-50(F) 39=-50(F) `,`11111111111jII'I No 53681 w STATE /OF .�1JJ� s1� N A11 1�1C���, FL Cert. 6634 January 27,2012 ® WARNING - Verify deign paramcte and READ NOTES ON THIS AND INCLUDED MI58KREP'BRENCB PAGE Mr- 7473 BEPOR13 USE, Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component.• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ■•Y■ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mire k' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safefy Inlormation available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine fSP or SPD1 lumber is specified. the design values are those effective 06/0112012 by ALSC or proposed by SPIS. Job Truss Truss Type City Ply orth American -Lees T4270445 FJrence 22700 A06 ROOF TRUSS 1 1 (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:00 2012 Page I D:e64c7ixGe2QMledr5E3ftjybQJf-Hg73H9002xPBRXkXIZgHgfg7CuNLNt_gddM Ug7zrC7 2-0.0 3-4.0 -4-0 V.7-4-0 3-0-0 6.4-0 6-5-12 6.7-2 6-7-2 6-0-0 Scale: 118"=l' 4x4 = 5.00 F12 7x6 2x4 I 4x6 = 5xs = 6x6 = 5x10 % 7 8 9 10 11 12 8 5x8 13 7x6 25 26 34 35 2x4 = 27 2x4 = 5 6x8 = � 3x8 n 5x10 %4 lb 3 12.8.0 2 v I 23 22 21 20 19 18 31 17 1632 15 33 14 24 5x5 = Bx8 4x6 = 6x6 = 8x8 = 6x6 = lox10 = 2x4 I 6x8 = 3x10 II 4x10 81 MT18H = 9.o0 12 3-4-0 -8-0 10-8-0 16-8-0 1 -0. 21-0-0 33.9-12 40-4-14 47-0-0 53-0-0 3-4-0 -4-0 6-0.0 6-0-0 -4 3-0.0 12-9-12 6-7-2 6-7-2 6-0-0 Plate Offsets (X,Y): [2:0-1-0,0-2-0], [5:0-2-8,0-3.4], [6:0-4-10,0-2-8], [7:0-3-12,0-4-8], [18:0-3-8,0-5-0], [19:0-3-0,0-3-12], [20:0-4-12,0-2-7], [21:0-4-8,0-4-12], [23:0-6-12,0-4-4], 24:0-3-8 0-3-8 27:0-4-0 0-2-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.85 Vert(LL) 1.07 19 >592 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -1.23 18-19 >513 180 MT18H 244/190 SCLL 0.0 ' Rep Stress Incr NO WB 0.99 Horz(TL) 0.40 14 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) Attic -0.30 18-19 516 360 Weight: 466 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 *Except` TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins, except 1-5: 2 X 4 SYP SS end verticals. BOT CHORD 2 X 6 SYP SS 'Except" BOT CHORD Rigid ceiling directly applied or 3-1-7 oc bracing. 2-24,14-16: 2 X 6 SYP No.2, 18-20: 2 X 8 SYP SS WEBS 1 Row at midpt 4-22, 5-21, 6-21, 6-20, 11-18, 13-14, 13-15, WEBS 2 X 4 SYP No.3 *Except* 25-26 3-23: 2 X 4 SYP No.2, 13-14: 2 X 6 SYP No.2 2 Rows at 1/3 pts 11-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=2477/0-8-0 (min. 0-2-15), 14=2666/0-3-8 (min. 0-3-2) Max Harz 2=654(LC 4) Max Uplift2=2036(LC 5), 14=1865(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5065/3594, 3-4=-9623/7143, 4-5=-6611/4593, 5-6=-5457/3658, 6-7=-4553/3101, 7-8=-4886/4043, 8-9=-4886/4043, 9-10=4162/2912, 10-11=-4162/2912, 11-12=-1639/1386, 12-13=-1828/1428,13-14=-2573/1859 ,�1111111111���, BOT CHORD 2-24=-3545/4600, 23-24=4000/5209, 22-23=-6690/8699, 21-22=-4396/6045, %%% '✓/,9 �I�� 20-21=-3417/4888, 19-20=-3056/4362, 18-19=-2847/4189, 18-31=-2265/3043, `%% �P , , , ... , , 17-31=-2265/3043, 16-17=-226513043, 16-32=2265/3043, 15-32=2265/3043 ee G •' Ci E N i \ SF'•v/�} �� WEBS 3-24=-3141/2438, 3-23=3691/4816, 4-23=-1084/1481, 4-22=-2674/2435, 5-22=-537/744, ee •• s 5-21 =1 251/1400, 6-21=-2174/3056, 6-20=2445/1514, 6-19=-553/1465, 19-25=-761/1224, a NO 53681 •' 7-25=-745/1269, 18-26=7501898, 9-26=-652/830, 11 -1 8=-1 108/1923, 11-15=-2398/1653, �(* * 12-1 5=1 38/431, 13-15=-169212374, 8-27=186/389, 91167/807, 7-27=1260/1051 ; / ' NOTES Continued on page 2 --.' 1) Unbalanced roof live loads have been considered for this design. STATE F •, 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end /077 zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 �� ,�' A`� / Q Q •• \� eee 3) Provide adequate drainage to prevent water ponding. �j �s , O R 1 Q> `ee 4) All plates are MT20 plates unless otherwise indicated. �'�� for r bottom chord livelive nt with where has been esigned li h n TThishis rtruss elload of 20: psf onsf fogned has been dss 6) a the bottom chord all areas arectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 5.Opsf. 7) Ceiling dead load (5.0 psf) on member(s). 25-27, 26-27 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 18-19 FL Cert. 6634 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2036 lb uplift at joint 28 and 1865 lb uplift at joint 14. January 27,2012 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Vcrtfy desdgn parameters and READ NOTES ON IRIS ARID INCLUDED WTEKREFERENCE PAGE JUI-7473 BEFORE USE. �e Design valid for use only with 1I connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Ip�SO Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I V I iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southem Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Job L06 russ Truss Type Qty Ply 22700-North American -Lees T4270445 997nn I ROOF TRUSS 1 1 East Coast Truss, Fort Pierce, FL. 34946 NOTES 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . others. 12) Attic room checked for U360 deflection. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:00 2012 The design/selection of such connection device(s) is the responsibility of LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-7=-54, 7-12=54, 12-13=-54, 24-28=10, 23-24=10, 21-23=10, 20-21=10, 19-20=-10, 18-19=-90, 18-31=10, 31-32=-50, 32-33=10, 14-33=-50, 25-26=-10 Concentrated Loads (lb) Vert: 34=-50(F) 35=50(F) ```��t��►if�rrrrr�i No 53681 .� STATE OF •' A' �� IN A; FL Cert. 6634 January 27,201 ® WARMNG - Verify deign+ pan a rcfcrs and RPW NO7RS ON MIS AND INCLUDED i71J MKREMMME PAGE 11171.7473 BEFORE USB. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component.• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the iTe k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 If Southern mPine ISP or SPol lumber is soecifled, the design values are those effective 0610112012 by ALSC or proposed by SPIS. Job Truss e Qty Ply=medcan-LeesT4270446 22700 A07 FHpTru.s 1 (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:02 2012 Page ID:e64c7ixGe2QMledr5E3ftjybQJf-E3EpigleaZgvgruvs slm41SNi5eroMy4xrbvOzrC7 2-0.0 3-4-0 -4.0 6-0-0 6-0-0 2-4-0 7-6-0 7-6-0 7-4-4 7-7-12 4.0.0 Scale: 1/8"=l' 4x4 = 5.00 12 5x8 i 6x6 = 2x4 Il 4x6 = 4x4 = 6x6 = 6 7 8 9 10 11 12 5x8 13 7x6 5 3x6 i ob 4x10 %4 3 2 1 23 22 21 24 6x12 MT18H 5x5 7x8 — 20 28 29 19 18 30 17 31 16 32 15 14 = = — 6x6 = 7x8 4x8 = 4x6 = 4x4 = 4x6 = 5x8 = 3x10 II 4x8 = 9.00 12 3-4-0 •8-0 10.8-0 16-B-0 1 -0- 26-6-0 37-8-2 49-0-0 53-0.0 3-4-0 -4.0 1%a 6-0-0 -4- 8-6-0 11-2-2 11-3-14 4-0.0 Plate Offsets MY): 5:0-2-12 0-3-4 20:0-4-8 0-3-8 21:0-5-4 0-4-12 23:0-5-8 0-3-12 24:0-3-8 0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.89 21-22 >708 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.94 21-22 >676 180 MT18H 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.37 14 n/a n/a BCDL 5.0 Code FBC2007lrP12002 (Matrix-M) Weight: 425 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 "Except" TOP CHORD Structural wood sheathing directly applied or 2-0-12 oc purlins, except 1-5: 2 X 4 SYP No.1 end verticals. BOT CHORD 2 X 6 SYP No.2 "Except" BOT CHORD Rigid ceiling directly applied or 3-1-11 oc bracing. 21-23,18-20,14-16: 2 X 6 SYP SS WEBS 1 Row at midpt 4-22, 6-21, 6-20, 7-19, 9-17, 11-17, 13-15 WEBS 2 X 4 SYP No.3 "Except" 2 Rows at 1/3 pts 11-15 3-23: 2 X 4 SYP No.2, 13-14: 2 X 6 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 2=203210-8-0 (min. 0-2-6), 14=2071/0-3-8 (min. 0-2-7) Max Horz 2=659(LC 4) Max Uplift2=1993(LC 5), 14=1904(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4063/3504, 3-4=-7695/6953, 4-5=-5178/4520, 5-6=-4136/3727, 6-7=-3475/3289, 7-8=-3488/3378, 8-9=-348813378, 9-10=2917/2798, 10-11=2917/2798, 11-12=-994/1095, 12-13=-1108/1135,13-14=-2103/1879 BOT CHORD 2-24=3551/3684, 23-24=-4007/4172, 22-23=-664516959, 21-22=-4490/4722, 20-21=-4218/4388, 20-28=-3023/3145, 28-29=-302313145, 19-29=-3023/3145, 111111111//j 18-19=3131/3225, 18-30=-3131/3225, 17-30=-3131/3225, 17-31=-2392/2419, ,���� S p"�I/, P` ' 16-31=-2392/2419, 16-32=-2392/2419, 15-32=-239212419 ``o ........ ✓/,9 4-22=-2252/2406, 5-22=-552/645, G (�l WEBS 3-24=2511/2395, 3-23=3635/3849, 4-23=1096/1191, ,� .•' G E •• SF�'•, �� 5-21=-112711367, 6-21=-2771/2913, 6-20=2851/2737, 7-20=-782/626, 7-19=-489/700, o� v� 8-19=-421/666, 9-19=-408/390, 9-17=-742/916, 11-17=-849/1196, 11-15=-2088/1994, NO 53681 �A 13-15=-1709/1882 =�-%• *: :* NOTES _ / 1) Unbalanced roof live loads have been considered for this design. �• � '� 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable ends .� STATE OF '411 zone; 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. i� T , T� MT20 indicated. "It O R 1 4) All plates are plates unless otherwise (� :45) live load live loads. �j l9 This truss has been designed for a 10.0 psf bottom chord nonconcurrent with any other 11, 10 6) * Thistrussdesigned live load of 2s,Opsfwith n the b ttom in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit N A ` %%% .hord the bottom chordand any ���, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1993 lb uplift at joint 25 and 1904 lb uplift at joint 14. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. FL Cert. 6634 LOAD CASE(S) Standard January 27,2012 AWARMNG - Verify design paramatera and READ NOTES ON IRIS AM INCLUDED 11917 KRRPERENCB PEGSW1.7473 BEFORE USE, Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plole Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 byALSC or proposed by SPIB, Job Truss Qty Ply 22700•North American-LeesT4270447 FHrussruTsyspe 22700 ADS 1 1 Job Reference o tionaI East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:04 2012 Page ID:e64c7ixGe2QMledr5E3ftjybQJf-ASMa7W3v5Awdv921 PUDrVfoVVnNJioFYFKIZuzfC7 2-0-0 3.4.0 -4-0 6-2-0 6-2.0 1-0• 6-7-3 6.7-3 6-7-3 6.7-3 6.7.3 2-0-0 Scale: 1/8"=l' 5.00 12 4x6 = 5xe 7x6 = 4x4 = 2x4 II 5x6 = 4x4 — 04 — 2x4 II 6x8 = 6 7 8 9 10 11 12 13 14 15 7x6 5 n 14 4x10 %4 d 3 2 l� 1 26 25 27 24 P3 31 22 32 21 33 = 20 34 1935 18 36 17 16 5x5 7x6 = 5x6 = US= 8x8 = 4x8 = 4x4 = 4x6 = 6x8 = 5x5 = 4x8 = 6x10 MT18H = 3x10 I 9.00 F12 -8.2 10-10- 161 1 -0. 24-7-3 34-6-0 44-4-13 51-0-0 3-0-0 _I 3.4-0 -4-0 6-2-0 5-0-0 •4- 6.7-3 9-10-13 9-10.13 6-7-3 2-0.0 Plate Offsets X Y : 5:0-2-12 0-3-4 6:0-2-8 0-3-8 14:0-5-8 0-3-0 23:0-6-0 0.4-0 24:0-2-12 0-4-4 26:0-5-0 0-3-12 27:0-3-B 0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.87 Vert(LL) 0.89 24-25 >714 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.89 24-25 >710 180 MT18H 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) -0.36 16 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix-M) Weight: 435 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 2-1-2 oc purlins, except 1-5: 2 X 4 SYP No.1 end verticals. BOT CHORD 2 X 6 SYP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 3-1-1 oc bracing. 24-26,21-23,16-19: 2 X 6 SYP SS WEBS 1 Row at midpt 4-25, 6-24, 6-23, 10-22, 11-18, 14-18, 14-17, WEBS 2 X 4 SYP No.3 `Except` 15-17 3-26: 2 X 4 SYP No.2, 15-16: 2 X 6 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=2003/0-8-0 (min. 0-2-6), 16=2061/0-3-8 (min. 0-2-7) Max Horz 2=663(LC 4) Max Uplift2=1959(1_C 5), 16=1975(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3996/3510, 3-4=-7580/6969, 4-5=-5046/4607, 5-6=-4063/3857, 6-7=-335113341, 7-8=-373413736, B-9=-373413736, 9-10=3734/3736, 10-11=345813435, 11-12=-2072/2176, 12-13=-2072/2176, 13-14=207212176, 14-15=-621/759, 15-16=-2013/1946 BOT CHORD 2-27=364313623, 26-27=-411214104, 25-26=-6837/6858, 24-25=-458914599, 23-24=4274/4226, 23-31=-340013368, 22-31=3400/3368, 22-32=3711/3669, 11111 1 111f1, t1111111111111, � 21-32=-3711/3669,21-33=-3711/3669,20-33=-3711/3669,20-34=-3169/3110, 34-35=3169/3110, 19-35=3169/3110, 1 B-19=-3169/3110, 18-36=615/506, 17-36=-615/506 5-25=-522/618, \AP ......... WEBS 3-27=-2470/2458, 3-26=-3749/3800, 4-26=-1124/1175, 4-25=-2274/2414, eee 0 .•�G E jv ra I S:C•�•,�Q 5-24=-1075/1326, 6-24=-2847/2883, 6-23=1376/1391, 7-23=901/954, 7-22=-561/714, �,•'��. �: 8-22=346/544, 10-20=-481/675, 11-20=-619/856, 11-18=-1531/1508, 13-18=-390/606, ' NO 53681 14-18=-225512308, 14-17=1622/1788, 15-17=1736/1769 NOTES 1) Unbalanced roof live loads have been considered for this design. + -O 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end + .� STATE F left Lumber DOL=1.60 DOL=1.60 zone; cantilever left and right exposed ; end vertical and right exposed; plate grip of 7A o� A,� 3) Provide adequate drainage to prevent water ponding. ,(� , /Q�� , �j 0 CO."`ev 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. R �S 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 SRO between the bottom chord and any other members, with BCDL = 5.Opsf. "III 111 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1959 lb uplift at joint 28 and 1975 lb uplift at joint 16. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 LOAD CASE(S) Standard January 27,2012 AWARNING - Verb deeign parmnetcra and READ NOTES ON IRIS AND INCLUDED I=KREFERENCE PAGE IYQl-7473 BEFORE USE, a Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component.• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIS. Job Truss Truss Type Qty orth American -Lees ��J T4270448 22700 A09 Half Hip Truss 1 rence (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:06 2012 Page I D:e64c?ixGe2QMledr5E3ftjybQJf-6gUKYC49dnAK9SCh5gxhwwwBQJSUncDY?Zpp2nzrC7 4 3 3 -0 0.8.0 - 4 - 53 2-0-0 3-0-0 -, F. 4+3-0 3-0-0 8-9-14 8-8-2 8-9-14 Scale: 1/8"=1' 5.00 12 2x4 II 4x6 = 6x8 = 5x8 = 5x6 = 08 = 2x4 I 6x6 = 7x6 - 6 7 8 9 10 11 '12 13 5 4x10 %4 13x6 3 2 0 �d d1 d 24 23 22 25 8x8 = 5x5 = 21 20 29 19 18 30 17 31 16 15 32 14 Bx8 = 6x6 = 4x8 = 5x6 = 2x4 4x6 5x10 = 3x10 II 08 = 9.00 12 6x6 = 4x4 = ts-o-o 9.14 4-G- -4-D 3-0-0 6-0.0 0 1-8-0 -4 B-0-14 8-8-2 8-8-2 8-9-14 Plate Offsets X Y : 5:0-3-0 0-3-4 6:0-5-4 0-3-0 20:0-3-B 0-3-8 21:0-4-0 0-4-4 24:0-4-8 Ed a 25:0-3-8 0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.91 21 >695 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.88 21 >721 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) -0.36 14 n/a n/a BCDL 5.0 Code FBC2007fTP12002 (Matrix-M) Weight: 405 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-1-7 oc purlins, except 1-5: 2 X 4 SYP No.1 end verticals. BOT CHORD 2 X 6 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-0-9 oc bracing. 21-24,18-20,14-16: 2 X 6 SYP SS WEBS 1 Row at midpt 4-23, 7-20, 7-19, 10-19, 10-15 WEBS 2 X 4 SYP No.3 *Except* 2 Rows at 113 pts 13-15 13-14: 2 X 6 SYP No.2, 3-24,13-15: 2 X 4 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation -guide. REACTIONS (lb/size) 14=2038/D-3-8 (min. 0-2-6), 2=1976/0-8-0 (min. 0-2-5) Max Horz 2=660(LC 4) Max Uplift 14=2039(LC 4), 2=1928(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3935/3619, 3-4=-7468/7169, 4-5=-4969/4739, 5-6=-4222/4181, 6-7=-4088/4155, 7-8=4163/4323, 8-9=-4163/4323, 9-10=-4163/4323, 10-11=-2330/2521, 11-12=-2330/2521, 12-13=-2330/2521, 13-14=-1889/2042 BOT CHORD 2-25=3732/3567, 24-25=-4217/4045, 23-24=-7011/6754, 22-23=-4732/4530, 21-22=4102/3887, 20-21=-4606/4350, 20-29=-3930/3735, 19-29=-3930/3735, 11111 f 111111 18-19=3914/3778, 18-30=-3914/3778,17-30=3914/3778, 17-31=-3914/3778, N�% !! L S ,0, 16-31=-3914/3778, 15-16=3914/3778 WEBS 3-25=2440/2528, 3-24=3851/3747, 4-24=116711173, 4-23=2243/2353, 5-23=-484/551, ere �PL, .... , , N ee G,'• E N SF•°•,�� 5-22=870/1096, 6-22=-850/842, 6-21=-743/772, 7-21 =-1 627/1501, 7-20=2152/2511, `e ��� • �� 7-19=595/675, 9-19=-481/754, 10-19=-572/476, 10-17=W315, 10-15=1789/1729, N0 53681 ° 12-15=-501/796, 13-15=-2926/2845 =�* NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end STATE OF zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 (V�� 3) Provide adequate drainage to prevent water ponding. live loads. i� ;,\N, T� /O P ,• \�e� �� O 4) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other R 1 e �j S �e`e 5) ° This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit • • . • • • ,����� between the bottom chord and any other members, with BCDL = 5.Opsf. ` N A�0 6) Provide mechanical connection (by they) of truss to bearing plat capable of withstanding 2039 lb uplift at joint 14 and 1928 Ito uplift at joint 26. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 LOAD CASE(S) Standard January 27,2012 ® WARNING - Vertfy design pa ametcr and READ MOTE'S ON 7MISAAID INCLUDED IffMKREFERENCE PAGE MII-7473 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.• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective M0112012 by ALSC or proposed by $PIB, Job Truss s Type Ply 22700-North American -Lees T4270449 22700 A10 TH'.lfHip Truss �Qty 1 1 Job Reference o lional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:08 2012 Page ID:e64c?ixGe2 QMledr5E3ftjybQJf-2Dc5zu6P9PQ20mL3DFz9?L?Vh7B_FXBrStW6fzrC7 2 0 0 6 11 10 13-0 0 21-1-11 28-11-14 36-10-1 44-R-4 _ 53-0.0 2-0-0 6-11-10 6-0-6 8-1-11 7.10-3 7-10-3 7-10-3 8-3-12 Scale = 1:93.6 R 5.00 12 6x6 = 04 = 6x6 =4x4 = 04 = 46 = 5x6 = 04 I I 4 5 6 7 8 9 10 11 7.6 3 2 r& 1 cS 20 19 18 24 25 17 16 26 27 15 28 14 29 13 30 31 12 2x4 17x6 = 4x8 = 5x6 = 4x4 = 4x4 = 5x6 = 4x4 = 4x8 = 5x6 = 6-11-10 13-0-0 23-1-4 32-11-0 42-8-12 53-0-0 6-11-10 6-0-6 10-1-4 9-9-12 9-9-12 10-3-4 Plate Offsets MY): : 3:0-3-0 0-3-4 6:0-3-0 Ed a 12:0-3-0 0-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.79 15-17 >805 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.78 15-17 >814 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) -0.23 12 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix-M) Weight: 366 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 "Except' TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins, except 1-3: 2 X 4 SYP No.2 end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-5-15 oc bracing. WEBS 2 X 4 SYP No.3 *Except* WEBS 1 Row at midpt 5-19, 8-13 11-12: 2 X 6 SYP No.2, 5-19,10-12: 2 X 4 SYP No.2 2 Rows at 113 pts 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 12=1940/0-3-8 (min. 0-2-5), 2=1953/0-8-0 (min. 0-2-5) Max Horz 2=577(LC 4) Max Uplift 12=2048(LC 4), 2=-1967(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4027/3880, 3-4=-3735/3776, 4-5=-3436/3599, 5-6=-4607/4799, 6-7=-4607/4799, 7-8=-4416/4609, B-9=-2946/3112, 9-10=-2946/3112, 11-12=-198/309 BOT CHORD 2-20=-3883/3648, 19-20=-3889/3650, 18-19=-4835/4507, 18-24=-4835/4507, 24-25=-4835/4507, 17-25=-4835/4507, 16-17=-5008/4673, 16-26=-5008/4673, 26-27=5008/4673, 15-27=-5008/4673, 15-28=-4307/4007, 28-29=-4307/4007, /1111 k 1111 14-29=-4307/4007,13-14=-4307/4007,13-30=-2743/2511,30-31=-2743/2511, oo`I� l S . M,q/ 12-31=-2743/2511 eoo �P` , . • • • • • ���j� WEBS 3-19=-271/607, 4-19=-924/1013, 5-19=-1417/1423, 5-17=-89/362, 7-15=-440/633, ee G •• • G E N v SF�••,���: 8-15=-571/703,8-13=-1449/1632,10-13=1094/1290,10-12=-2984/3143 :;�� No 53681 ••' NOTES * * �y 1) Unbalanced roof live loads have been considered for this design. •+ ; 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end 1 cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 /C I/ zone; 3) Provide adequate drainage to prevent water ponding. � 7 — — �' UJ STATE E )OF 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 ,�'.� A, 1 Q •• � ee ��� '• ; between the bottom chord and any other members, with BCDL = 5.Opsf. i \ 0. •' �� eee 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2048 lb uplift at joint 12 and 1967 lb uplift at �j� lSs • • • • '! o0 7)1 Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ����,JII I1 Al o LOAD CASE(S) Standard FL Cert. 6634 January 27,2012 ® WARNING - Verlj'i1 design par+amctera and READ NOTES ON TBIS AND INCLUDED WTEKREFBRENCE PAGE filll-7473 EEPORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component.• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown my is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPil Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine SP or SPpj lumber is specked, the design values are those effective 0610112012 by ALSCor proposed by SPIB. Job Truss Truss Type Qty Ply 22700-North American -Lees T4270450 22700 All Half Hip Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34945 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:09 2012 Page 1 D:e64c7ixGe2QMledr5E3ftjybQJf-XPATAD71wiYvOwwFmyUOYYYgwWXm_7j_hX1 Te6zrC7 2 0.0 6-0 5 1 1a 6-8 i 27-9-8 i 36-0-8 44-3-8 53-0-0 2-0-0 6-0.5 4-11-11 8-6-8 8-3-0 8-3-0 8-8-8 Scale = 1:93.6 6x10 MT1BH = 5x6 = 4x4 I I 7x6 VJB = 5.00 12 4x4 = 4x4 = 4x4 = 4x8 = 4 5 6 7 8 9 10 11 3x6 3 2 rA 1 d 20 19 18 17 16 15 14 13 12 4x8 = 2x4 II 48 = 5x6 = 4x4 = 6x6 = 4x4 = 5x6 = 44 = 7x6 = 6-0.5 11-0.0 21-7-4 31-11-0 42-2-12 53-0-0 6-0.5 411-11 10-7-4 10-3-12 10-3-12 10.9-4 Plate Offsets X Y : 4:0-5-0 0-1-11 6:0-3-0 Ed a 12:0-2-12 0-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.79 Vert(LL) 1.05 15-17 >605 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.89 15-17 >709 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) -0.27 12 n/a n/a BCDL 5.0 Code FBC2007ffP12002 (Matrix-M) Weight: 353 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins, except 1-4: 2 X 4 SYP No.2 end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-2-0 oc bracing. WEBS 2 X 4 SYP No.3 *Except* WEBS 1 Row at midpt 5-19, 8-13 11-12: 2 X 6 SYP No.2, 5-19,10-12: 2 X 4 SYP No.2 2 Rows at 1/3 pts 10-12 OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 12=1686/0-3-8 (min. 0-2-0), 2=1800/0-8-0 (min. 0-2-2) Max Horz 2=492(LC 4) Max Uplift l2=-2053(LC 4), 2=-2009(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3655/3969, 3-4=-3439/3932, 4-5=-3162/3726, 5-6=-4620/5561, 6-7=4620/5561, 7-8=-4542/5518, 8-9=-3065/3771, 9-10=-3065/3771, 11-12=209/326 BOT CHORD 2-20=-392513315, 19-20=392513315, 18-19=-5548/4515, 17-18=-5548/4515, 16-17=-5942/4806, 15-16=-5942/4806, 14-15=-5204/4185, 13-14=-5204/4185, 12-13=3334/2646I�' WEBS 3-19=-209/464, 4-19=-1071/984, 5-19=-1644/2015, 5-17=-193/375, 7-17=304/423, ♦♦♦ �L S A ,III • •v/9 7-15=398/591, 8-15=-520/537, 8-13=-1400/1788, 10-13=-1082/1032, 10-12=2961/3640 ♦♦♦ C `P ,,,, •' G BENS�'••,�Q �i NOTES �, �.� 1) Unbalanced roof live loads have been considered for this design. No 53681 - 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end �* zone; 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. JJ 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s ' STATE 0 F � 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 o G • / between the bottom chord and any other members. T • , Q;,•' 12 2009 lb �o� �,•\C>� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2053 lb uplift at joint and uplift at Q R 1 1:1♦♦ �� joint21. ""•' "Semi in the design of this truss. ��I j ,�O N A�-♦♦ 8) -rigid pitchbreaks including heels" Member end fixity model was used analysis and LOAD CASE(S) Standard FL Cert.6=634 January 27,2012 ® WARNING - Verify design parameters and READ NO TES ON THIS AND INCLUDED T=KREPERENCE PAGE MII-7473 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.• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ■•Y Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate In'filute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPI6. Job Truss pe City Ply 22700-North American -Lees T4270451 22700 Al2G Truss TH. 1 3 Job Reference 0 tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:12 2012 Page I D:e64c?ixGe2QMledr5E3ftjybQJf-x_rboF9wDdwUlNfgS425ABAAgkUJBMgRNVG7FRzrC7 00 4 7 4 a 0 0 16 4 8 23.7-4 30-10-0 38-0.1253-0.0 '2-0-0 4-7-5 4-4-11 7-4-8 7-2-12 7-2-12 r 7-2-12 7-2-12 7-8-8 Scale = 1:93.9 6x10 MT18H = 48 — 5x10 MT1eH = 5.00 12 2x4 II 7x6 WB = 2x4 II 5x8 = 2x4 II 5x12 = 4 5 6 7 8 9 10 11 12 27 US 3 2 Eb 23 22 28 29 21 30 20 31 32 33 19 1%4 35 36 17 37 38 39 16 15 40 41 14 42 43 44 13 45 4x8 — 2x4 II 4x4 = US = 4x10 — 2x4 11 4x8 2x4 11 6x12 = 3x10 II 7x6 WB = 5x6 = 4-7-5 9-0-0 16-4.8 23-7-4 30-10-0 38-0-12 45-3-8 53.0-0 4-7-5 4-4-11 7-4-8 7-2-12 7-2-12 7.2-12 7-2-12 7-8-8 Plate Offsets X Y : 4:0-3-0 0-4-0 6:0-3-0 Ed a 14:0-4-0 0-3-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) 1.58 17-19 >401 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -1.27 17-19 >498 180 MT18H 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) -0.29 13 n/a n/a BCDL 5.0 Code FBC2007frP12002 (Matrix-M) Weight: 1096 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-4: 2 X 4 SYP No.2 end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-15 oc bracing. WEBS 2 X 4 SYP No.3 "Except' 12-13: 2 X 8 SYP SS, 4-20,7-20,7-17,10-17,10-14,12-14: 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 13=5400/0-3-8 (min. 0-2-2), 2=4852/0-8-0 (min. 0-1-15) Max Horz 2=452(LC 5) Max Uplift13=6824(LC 3), 2=-5992(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10638/13082, 3-4=-11277114089, 4-5=-15809/19836, 5-6=-15804/19830, 6-7=-15804/19830, 7-8=-17762/22233, 8-9=17762/22233, 9-1 0=-1 7762/22233, 10-11=-8938/11184, 11-27=-8938/11184, 12-27=-8938/11184, 12-13=4921/6255 BOT CHORD 2-23=-1219119745, 22-23=-12191/9745, 22-28=-13134/10440, 28-29=-13134/10440, 21-29=-13134/10440, 21-30=-13134/10440, 20-30=-13134/10440, 20-31=-22716/18134, 31-32=-22716/18134, 32-33=-22716/18134, 33-34=-22716/18134, 19-34=-22716/18134, t t 1111' ,1,1111 17-37=18378/14687,37-38=18378/14687,38-39=18378/14687,16-39=-18378/14687, 15-16=-18378114687, 15 40=-18378/14687, 40-41 =-1 8378/14687, 14-41 =-1 8378/14687, e��, (j`�`P• G E S' • 14-42=-277/219, 42-43=-277/219, 43-44=-277/219, 44-45=-277/219, 13-45=-277/219 5-20=-956/1320, e \ \ ee ••� �•,•' �' WEBS 3-23=-629/875, 3-22=-1001/906, 4-22=-1475/1120, 4-20=-7574/6131, No 53681 " 7-20=-2692/3268, 7-19=727/768, 7-17=-420/589, 8-17=-755I1059, 10-17=-4358/3475, •� 10-16=-701/746, 10-14=6497/8130, 11-14=-771/1091, 12-14=-12264/9804 ��%t NOTES 1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: 0-9-0 — :� S TAT E Fr__' Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at D-9-0 oc, 2 X 8 - 2 rows at oc. = G; � ..% 4Q�` Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. 'row 4, C Q •' ese•:� ; Webs connected as follows: 2 X 4 - 1 at 0-9-0 oc. 01 R Q • \=`o ...... eie' 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 L9 \��`� � connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. eee �0 N A\- ��� �l �� 3) Unbalanced roof live loads have been considered for this design. /1 t t 4) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. FL Cert. 6634 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. January 27,2012 Continued on Dace 2 WARWKG - verify design parameters and RFAD NOMS ON MIS Arm rrvoLVDFn tN MKREFF,RRKCB PAGE IIff1 94n 9EFORE USA Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component.• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33010-4115 If Southern Pine (SP 0, SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB, ob Truss rHWIHTipTruss e (]ty Ply � IJob7Reference ootionab American -Lees T4270451 2700 Al2G 1 East Coast Truss, Fort Pierce, FL. 34946 7250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:12 2012 Page NOTES 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 6824 lb uplift at joint 13 and 5992 lb uplift at joint 24. 10) "Semi -rigid pitchbreaks Including 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) 44 lb down and 157 lb up at 52-3-4 on top chord, and 850 lb down and 1198 lb up at 9-0-0, 165 lb down and 211 lb up at 11-0-12, 165 lb down and 211 lb up at 13-0-12, 165 lb down and 211 lb up at 15-0-12, 165 lb down and 211 lb up at 17-0-12, 165 lb down and 211 lb up at 19-0-12, 165 lb down and 211 lb up at 21-0-12, 165 lb down and 211 lb up at 23-0-12, 165 lb down and 211 lb up at 25-0-12, 165 lb down and 211 lb up at 27-0-12, 165 lb down and 211 lb up at 29-0-12, 165 lb down and 211 lb up at 31-0-12, 165 lb down and 211 lb up at 33-0-12, 165 lb down and 211 lb up at 35-0-12, 165 lb down and 211 lb up at 37-0.12, 165 lb down and 211 lb up at 39-0-12, 165 lb down and 211 lb up at 41-0-12, 165 lb down and 211 lb up at 43-0-12, 165 lb down and 211 lb up at 45-0-12, 165 lb down and 211 lb up at 47-0-12, 165 Ib down and 211 lb up at 49-0-12, and 165 lb down and 211 lb up at 51-0-12, and 182 lb down and 252 lb up at 52-3-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 4-12=105(F=-51), 13-24=-10 Concentrated Loads (lb) Vert: 22=-850(F) 17=-165(F) 14=-165(F) 15=-165(F) 18=-165(F) 27=-44(F) 28=-165(F) 29- 165(F) 30=-165(F) 31=165(F) 32=-165(F) 33=165(F) 34=165(F) 35=165(F) 36=-165(F) 37=-165(F) 38=-165(F) 39=165(F) 40=165(F) 41=165(F) 42=-165(F) 43=165(F) 44=-165(F) 45=-182(F) �PEL S.00 GCE N SF.,U'� ��00 .n0. No 53681 • STATE �OF <v . i�sS�O N AL �����• ���//llllllll�, FL Cert. 6634 January 27,201 ® WARNING - VMfy design pammetem and READ NOTES ON TAIS AM INCLUDED MITEKREFERENC6 PAGE i1171-74" 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.• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Mire k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/11`I7 Quality Criteria, DSB-89 and BCSI Building Component 5904 Parke East Blvd, Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Sauthem Pine fSP or SPol lumber is soecifred, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply -North American -Lees T4270452 22700 A13 Piggyback Base Truss 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:14 2012 Page I D:e64c7ixGe2QMledr5E3fljybQJf-tNzMDxBAIFAC6hpDZV4ZFcFWgXE1 fCljrplEKJzrC7 a 7 1� 11 0.0 23-6-0 31-4-0 33-0.0 38-4-4 4 � { 5.7-12 5.4.4 5-0-0 7-8-0 7-8-0 1-8-0 5-4-4 5.7-12 Scale = 1:76.3 5x8 = 2x4 5x12 = 3x4 = 5x5 = 5.00 12 3 4 5 6 7 8 3x4 2x4 II 2 9 14x8 3x4 1 10 `7 d 15 �MQ 16 "' 17 5x8 = US = 14 3x4 3x4 2.75 F12 13 19 20 12 11 18 5x8 = 4x8 = 3x8 II 5x5 = 11-0.0 16-0.0 23-8-0 31-4-0 38-4-4 444 0-0 11 -0-0 5.0-0 7-8-0 7-8-0 7-0-4 5-7-12 Plate Offsets X Y : 3:0-5-12 0-2-8 5:0-2-4 0-3-0 13:0-5-8 0-2-8 18:0-2-4 0-2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.37 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.64 17-18 >618 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) -0.23 11 n/a n/a BCDL 5.0 Code FBC20071TPI2002 (Matrix-M) Weight: 322 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-1-1 oc bracing. 1-18,10-11: 2 X 6 SYP No.2 WEBS 1 Row at midpt 3-15, 7-14, 7-13, 8-13, 8-12, 2-18, 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 11=1513/0-8-0 (min. 0-1-13), 18=1427/0-8-0 (min.0-1-10) Max Horz 18=442(LC 4) Max Upliftl1=-1447(LC 4), 18=1447(1_C 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-73/260, 2-3=-1797/2061, 34=-2343/2839, 4-5=-2343/2839, 5-6=-2343/2839, 6-7=-2015/2403, 7-8=-1397/1658, 8-9=-1144/1337, 9-1 0=-1 129/1128, 1-18=-136/291, 10-11 =-1 509/1453 BOT CHORD 17-18=-1394/1094, 16-17=-1897/1621, 15-16=-1896/1631, 14-15=2369/2073, 13-14=-1552/1426, 13-19=-1366/1259, 19-20=-1365/1259, 12-20=-1365/1259 WEBS 2-17=-682/745, 3-17=-526/628, 3-15=1438/1220, 4-15=-362/559, 6-15=-563/452,/11111111 p1/ 6-14=-734/1055, 7-14=-1142/929, 7-13=1012/1342, B-13=-973/903, B-12=-602/624, `%%�� /I� 9-12=-330/614, 2-18=-180411858, 10-12=-1329/1380 ,�� �P •,,.. ✓/,9 \G • • \ G E N ��� NOTES �. F�'•, �� 1) Unbalanced roof live loads have been considered for this design. No 53681 �,• 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat, ll; Exp C; enclosed; MWFRS (low-rise) gable end �� zone; 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) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. psf 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 ',� STATE OF ZJJ between the bottom chord and any other members, with BCDL = 5.Opsf. i Q 6) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of v� ,(�'.� F� ; Q;,•'\_,�� ✓ 0 \ bearing surface. (� R e 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1447 lb uplift at joint 11 and 1447 lb uplift at ��j/ l�s ........ joint 18.N A t��, ////,1� ll rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8)Semi- 1I LOAD CASE(S) Standard FL Cert. 6634 January 27,2012 ® WARNING - Verify design pa ctera and READ NOTES ON THIS AND INCLUDED brMKREFERENCE PAGE A917473 BEFORE USE, ■■ Design valid for use only with Wek connectors. This design Is based any upon parameters shown, and is for an individual building component.• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliiy of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TFII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSO or proposed by SPIB, Job Truss Type City Ply 22700-North American -Lees T4270453 2270D ]Truss A14 Piggyback Base Truss 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:15 2012 Page I D:e64c7ixGe2QMledr5E3ftjybQJf-LZXkRHBoWY13krOP7DbonpogYxZ70jbt3TUnslzrC7 5 7 12 11 0 0 18-11-13 26-11-10 33-0-0 38-4-4 , 44-0-0 5-7-11 5-4-4 7-11-13 7-11-13 6-0-6 5-4-4 5 7-12 Scale = 1:78.2 5x8 = 5x6 WB = 3x4 = 5x8 = 3x4 = 5.00 12 3 4 5 6 7 3x4 % 3x4 2 8 3x4 I I 6x6 1 9 rr 2 o 17 16 ,h 18 5x6 = 15 3x6 3x4 = 10 3x4 � 275 12 14 24 1312 2x4 25 t1 23 2x4 11 19 5xB = 3x6 = 4x4 = 3x6 = 5x5 = 2x4 ll 3x4 = 11-0-0 16-0-0 21-5-13 26.11-10 31-2-0 33-0-0 36-4-4 44-0-0 11-0-0 5-0.0 5-5-13 5-5-13 4-2-6 1-10-0 14-4 5-7-12 Plate Offsets X Y : 3:0-5-12 0-2-8 5:0-3-0 Ed a 7:0-5-12 0-2-8 9:0-1-8 0-3-0 14:0-5-4 0-2-8 14:0-2-7 0-6-15 19:0-2-4 0-2-12 LOADING (pso SPACING 2-0-0 CSI DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.35 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.63 18-19 >829 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) -0.22 23 n/a n/a BCDL 5.0 Code FBC20071TPI2002 (Matrix-M) Weight: 321 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 3-10-0 oc bracing. Except: 1-19,9-23: 2 X 6 SYP No.2 5-2-0 oc bracing: 13-14 OTHERS 2 X 4 SYP No.3 WEBS 1 Row at midpt 3-16, 6-15, 6-14, 7-14, 7-13, 2-19, 9-11 iTekrecommends that Stabilizers and required cross bracing be stalled during truss erection, in accordance with Stabilizer ri stallation guide. REACTIONS (lb/size) 19=144410-8-0 (min. 0-1-10), 23=1562/0-5-8 (min. 0-5-8) Max Horz 19=449(LC 3) Max Uplift 19=1447(LC 3), 23=-1447(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-751262, 2-3=-1827/2068, 3-4=-232912758, 4-5=-2143/2501, 5-6=-214312501, 6-7=-1818/2099, 7-8=-1654/1698, 8-9=-1322/1244, 1-19=-139/294, 10-23=-1562/1447, 9-10=1537/1456 BOT CHORD 18-19=-1396/1105, 17-18=-1917/1653, 16-17=-1916/1662, 15.16=-2731/2376, 14-15=-2039/1857, 14-24=-1525/1465, 13-24=1525/1465, 12-13=-1235/1174, ``111111111 f 1�� 4 'v/,9n'�I� WEBS 2 185 706/775, 3-18=-548/650, 8-161285/1143, 4-15=559799, 6-15=-706/586, ,���`�P� ..`S,; • 6-14=871/1186, 7-14=849/695, 7-13=-207/388, 8-13=-461/521, 8-11=800/903, �� G •' !✓ E N SF•'•,�� 2-19=1823/1847, 9-11 =1 385/1474 •'•�.� NOTES * : No 53681 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end a / zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60�F_7." 3) Provide adequate drainage to prevent water ponding. TE4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.(V�'a 5) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit �� ,�'.• �� i o Q;,•=,o� between the bottom chord and any other members, with BCDL = 5.Opsf. 6) Bearing atjoint(s) 19, 23 considers to value using ANSIITPI 1 angle to grain formula. Building designer should verify R jo 1�51 • • • • •' parallel grain bearing surface.'�/ ,capaci�� �of N A� E lb 19 1447 Ito % ;� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1447 uplift at joint and uplift at joint 23. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 LOAD CASE(S) Standard January 27,2012 ® WARNING - Verify design paamnete and REdD NOTES ON MS AND INCLUDED 14rTEKREFBRENCE PAGE lWf-7473 BEFORE USE. . Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown N Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity of the iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANS1/TPI1 Quality CrBeila, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSO or proposed by SPIB. Job Truss pe City Ply -North American -Lees T4270454 22700 A15 FHpTrws 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:17 2012 Page 1 D:e64c?ixGe2QM1edr5E3ftjybQJf-IyeUszD31 AZmz8XoEedGtEIOvlGksZcAXmzuwezrC6 11-0.0 16-0.0 23.8-0 31-4-0 33-0.0 38.4.4 44 0-0 5-7-12 5.4-4 5.0.0 7-8-0 1-8-0 5-4-4 5.7-12 Scale = 1:78.3 5x8 = 2x4 5x12 = 3x4 = 5x5 = 5.00 12 3 4 5 6 7 8 3x4 2x4 II 2 9 4x8 3x4 I I 1 10 "I ro 16 15 17 5x8 = 3x6 14 3x4 % 2.75 12 3x4 13 19 20 12 11 18 5x8 = 4x8 = 3x8 I 5x5 = 11-0-0 16-0-0 23-8.0 31-4-0 _s 36-4-4 44-0-0 11-0.0 5-0-0 7-8-0 7-8-0 r 7-0-4 5-7-12 Plate Offsets X Y : 3:0-5-12 0-2-8 5:0-2-4 0-3-0 13:0-5-8 0-2-8 18:0-2-4 0.2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.37 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.64 17-18 >818 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) -0.23 11 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 322 Ito FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-1-1 oc bracing. 1-18,10-11: 2 X 6 SYP No.2 WEBS 1 Row at midpt 3-15, 7-14, 7-13, 8-13, B-12, 2-18, 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 11=151310-8-0 (min. 0-1-13), 18=1427/0-8-0 (min.0-1-10) Max Harz 18=442(LC 4) Max Uplift 11=1447(LC 4), 18=-1447(LC 3) FORCES (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-73/260, 2-3=-1797/2061, 3-4=-2343/2839, 4-5=-2343/2839, 5-6=-2343/2839, 6-7=-2015/2403, 7-8=-1397/1658, 8-9=-1144/1337, 9-1 0=-1 129/1128, 1-18=-136/291, 10-11=-1509/1453 BOT CHORD 17-18=-1394/1094, 16-17=-1897/1621, 15-16=-1896/1631, 14-15=-2369/2073, 13-14=-1552/1426, 13-19=1365/1259, 19-20=-1365/1259, 12-20=-1365/1259 WEBS 2-17=-682/745, 3-17=-526/628, 3-15=-1438/1220, 4-15=-362/559, 6-15=-563/452, l%1111111//11 6-14=734/1055, 7-14=1142/929,7-13=-101211342,8-13=-973/903,8-12=-602/624, %%%% 10-12=1329/1380 'r 9-12=330/614, 2-18=-1804/1858, �P • , , ... , , /,9 /°° e• �G•'\GENS• NOTES : � �, F•'•, �� 1) Unbalanced roof live loads have been considered for this design. Z �j O 53 681 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end �� •: zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 e m 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent witti 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 ; j S TATE . S� S between the bottom chord and any other members, with BCDL = 5.Opsf. � � ,+CIF (V 6) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of �° ,�'.� / P ,•' ,� 'D bearing surface. °° (C�• O R 1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1447 lb uplift at joint 11 and 1447 lb uplift at �,' S%O • .... • (\ joint 18. ``, 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 'fill, LOAD CASE(S) Standard FL Cert. 6634 January 27,2012 ® WARNING - Verify deeign parametcra arrd READ NOTES ON MIS AND INCLUDED ➢ MKREFEREIVCS PAGE MII-7473 BEFORE USR Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown ii.��` is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M iTe k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Snlety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIS. Job Truss Truss Type Qty Ply 22700-North American -Lees T4270455 22700 A16 Hip Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:19 2012 Page ID:e64c?ixGe2QMledr5E3ftjybQJf-EKmFGeEJZnpUDShAM2gkyfyMgYy1KV9T_4S7 XzrC6 4 7 12 9 0 0 16-0-0 23-8-0 31-4-0 ( 35-0-0 39-4-4 ( 44-0-0 4-7-12 4-4-4 7-0-0 7-8-0 7-8-0 3-8-0 4-4-4 4.7.12 Scale = 1:78.3 5.00 F12 5x8 = 2x4 11 5x6 WB = 3x4 = 3x4 = 5x8 = 3 4 5 6 7 8 44 i 3x4 2 9 3x4 I I 2x4 I I 1 10 m cb dt 15 `�c� 5x8 = 16 17 3x6 % 14 3x4 % 3x4 2.75 12 13 12 19 20 11 18 5x8 = 3x4 = 7x6 = 5x5 = i 16-0-0 23.8-0 31-4-0 35-0-0 44- O 9-0-0 7•o•0 7-8-0 7-8.0 3.8.0 9-0-0 Plate Offsets MY): : 3:0-5-12 0-2-8 5:0-3-0 Ed a 8:0-5-12 0-2-8 13:0-5-4 0.2-8 18:0-240-2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.46 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.42 14-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) -0.27 11 n/a n/a BCDL 5.0 Code FBC20071rPI2002 (Matrix-M) Weight: 314 Ito FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 3-9-9 oc bracing. 1-18,10-11: 2 X 6 SYP No.2 WEBS 1 Row at micipt 3-15, 6-15, 7-14, 7-13, 8-13, 8-12, 2-18, 9-11 OTHERS 2 X 4 SYP No.3 iTek recommends that Stabilizers and required cross bracing be rrii,nstalledduring truss erection, in accordance with Stabilizer stallation guide. REACTIONS (lb/size) 18=1409/0-8-0 (min. 0-1-10), 11=1533/0-8-0 (min. 0-1-13) Max Horz 18=447(LC 4) Max Upliftl8=-1503(LC 3). 11=-1503(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1605/1945, 3-4=-2661/3339, 4-5=-2661/3339, 5-6=-2661/3339, 6-7=-2189/2698, 7-8=-1458/1823, 8-9=-1334/1519, 1-18=115/254 BOT CHORD 17-18=-1277/922, 16-17=-1839/1453, 15-16=-1831/1467, 14-15=-2728/2251, 13-14=-1766/1490, 12-13=1334/1176, 12-19=-983/826, 19-20=-983/826, 11-20=-983/826 WEBS 2-17=-8491825, 3-17=-648/810, 3-15=-1911/1568, 4-15=-418/653, 6-15=-787/595, 6-14=-777/1133, 7-14=1275/1027, 7-13=1048/1408, 8-13=-1073/792, 8-12=-364/611, ,`�1111 11111/ j� 9-12=667/680, 2-18=-1697/1829, 9-11 =-1 52211684 ` ♦ L S, , �.% NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end + _ Lumber DOL=1.60 DOL=1.60 No 53681 •' zone; cantilever left and right exposed ; end vertical left and right exposed; plate grip 3) Provide adequate drainage to prevent water ponding. :�* ; e 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit+ between the bottom chord and any other members, with BCDL = 5.Opsf. .. �.� STATE ,OF s 1 O P 9 9 9 9 9 s v P y 6 Bearing at joint s 18 considers parallel to rain value using ANSI/TPI 1 angle to rain formula. Building designer should verify ca acit o1✓o ' ��� bearing surface. 1503 Ito 18 1503 Ito �i, •. 'Q • \�; 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint and uplift at 0 R \ 11. i,� ss • ....• joint "Semi in the design this truss. \- 8) -rigid pitchbreaks including heels" Member end fixity model was used analysis and of I11110 N A LOAD CASE(S) Standard FL Cert. 6634 January 27,2012 ® WARNING . Verify dcaign par nctd and REdD NOTES ON THIS AND INCLUDED fy/ITEKKREPERENCB PAGB MT-7473 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.• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iViiTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 if South am Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB, Job Truss Truss Type Qly Ply orth American -Lees T4270456 TJrence 22700 A17 Hip Truss 1 (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 9011 MiTek Industries, Inc. Fri Jan 27 10:16:20 2012 Page _ ID:e64c7ixGe2QMledr5E3ftjybQJf-IXKdU FxK5xLgcGNwmBzUtVYHyH13_DcDkCYWzzrC6 77-0.0 13-1 0 0-0 6-1.0 6-1-0 6.1-0 6-1-0 5-B-0 7-0.0 Scale = 1:78.1 5.00 12 5x6 = US — 3x4 —_ 4x6 = 2x4 it 3x10 = _ 5x5 = 2 3 4 5 6 7 8 46 06 9 1 so 14 15 54 = 16 US 13 4x10 2.75 12 48 ::Z 18 12 11 10 17 5x6 = 4x8 = 3x8 II 4x6 = 7-0.0 16-0.0 25-3-0 31-4-0 37-0-0 44-0-0 7.0.0 9-ao 9-3-0 6-1-0 5-8-0 7-0-0 Plate Offsets X Y : 1:0-1-12 0-2-0 2:0-3-0 0.2-4 5:D-3-0 Ed a 9:0-1-12 0-2-0 17:0-1-4 0-1-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.54 13-14 >961 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.58 13-14 >893 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) -0.32 10 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 293 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 3-1-13 oc bracing. 1-17,9-10: 2 X 6 SYP No.2 WEBS 1 Row at midpt 3-16, 4-13, 7-13, 7-12, 7-11, 1-16, 9-11 iTekrecommends that Stabilizers and required cross bracing be stalled during truss erection, in accordance with Stabilizer F stallation uide. REACTIONS (lb/size) 10=1481/0-8-0 (min. 0-1-12), 17=1423/0-8-0 (min. 0-1-10) Max Horz 17=451(LC 4) Max Uplift 10=1558(LC 4), 17=-1558(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1447/1714, 2-3=-1273/1664, 3-4=-3117/3865, 4-5=-2342/2820, 5-6=-2342/2820, 6-7=-2342/2820, 7-8=-108911352, 8-9=-1250/1380, 1-17=-1400/1569, 9-10=-1452/1570 BOT CHORD 16-17=-358/333,15-16=-3252/2542,14-15=-3246/2552,13-14=-3722/2993, 12-13=-1994/1691, 12-18=-1949/1644, 11-18=-1949/1644 WEBS 2-16=-239/280, 3-16=-1818/2235, 3-14=-1336/1198, 4-14=451/374, 4-13=-852/1180, 6-13=338I527, 7-13=-1312/1035, 7-12=244/467, 7-11=1049/1212, 1-16=-1520/1419, ,`111111111111�' 9-11=-1447/1334 %`%% EL S, NOTES P G•E N gMgCij �o. `��,,�G`, 1) Unbalanced roof live loads have been considered for this design. �� ,•• F •••, Q� 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end N 0 53681 .: zone; 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. o 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' bottom in 3-6-0 tall b 2-0-0 wide will fit- This truss has been designed for a live load of 20.Opsf on the chord all areas where a y rectangle 5) g �fG > between the bottom chord and an other members, with BCDL = 5.0 sf. : formula. Building designer should verify capacity of�� �' STATE /U F 6) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain ••.� bearing surface. o,GT l Q;.'�=�� bearing 1558 lb uplift at joint 10 and 1558 lb uplift at i•. 0 7) Provide mechanical connection (by others) of truss to plate capable of withstanding R joint 17. �Iss •� "••• �% \ 8) "Semi including heels" Member end fixity model was used in the analysis and design of this truss. �/1,F,10 N A� -_ -rigid pitchbreaks LOAD CASE(S) Standard FL Cert. 6634 January 27,2012 ® WARNING - Ver{fg design parameters and READ NOTES ON THIS APM INCLUDED iV=KREPBRENCE PEGS Mr-7473 BEPORE US& Design valid for use only with MTek connectors. This design 4 based only upon parameters shown, and is for an individual building component.• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown piii��.YYY■■ Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I VI erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding p��iT®k' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 761 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPpI lumber is specified, the design values are those effective 0510112012 by ALSC or proposed by SPIS. Job Truss Tru e Qty Ply 22700-North American-LeesT4270457 FHpT-r,. 22700 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:22 2012 Page ID:e64c?ixGe2QMledr5E3ftjybQJf-evSNvgHBsiB34wQ11BDRZIasLm TXubvg2hfbrzrC6 i 5 0 0 10 6 0 16 0.0 2'�-&0 31-4.0 I 39.0.0 i 44-0.0 � I 7-I o 7-8-0 7.8-0 5-0-0 Scale = 1:78.0 2x4 II 5.0o F1_2 5x8 = 3x8 = 3x10 MT18H = 3x4 = 3x10 MT18H = 48 = 5x5 — 2 3 4 5 6 7 8 9 4x8 4xB 1 10 s? � ro 15 M 17 16 5x8 = US = 14 18 4x6 2.75 12 4x4 = 4x4 13 20 12 11 19 5x6 = 48 = 3x8 II 3x12 = 5.0-0 10.6.0 16-0-0 23-8-0 31.4-0 39-0-0 44-0-0 5-0.0 5-6-0 5-6-0 7-8-0 7-8-0 7-8-0 5-0.0 Plate Offsets MY): : 2:0-5-12 0-2-8 3:0-3-8 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.76 14-15 >687 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.66 14-15 >788 180 MT18H 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) -0.39 11 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 288 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 5-7: 2 X 4 SYP No.1 end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-2-11 oc bracing. WEBS 2 X 4 SYP No.3 `Except* WEBS 1 Row at midpt 2-17, 3-15, 6-15, 8-14, 8-12, 1-18, 10-12 1-19,10-11: 2 X 6 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 11=1503/0-8-0 (min. 0-1-12), 19=1429/0-8-0 (min. 0-1-10) Max Horz 19=456(LC 4) Max Upliftl1=-1612(LC 4), 19=1612(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1138/1422, 2-3=-2266/2898, 3-4=-3889/4857, 4-5=-3889/4857, 5-6=-3889/4857, 6-7=-2925/3523, 7-8=-2925/3523, 8-9=-931/1167, 9-10=-1053/1198, 1-19=-1409/1627, 10-11=-1499/1613 BOT CHORD 18-19=-348/351, 17-18=1446/1012, 16-17=-3045/2321, 15-16=-3039/2329, 14-15=-3689/3007, 13-14=-2290/1931, 13-20=223911879, 12-20=-2239/1879 WEBS 2-18=-1030/1244, 2-17=2117/1746, 3.17=-1419/1822, 3-15=-2379/1972, 4-15=-350/551, ,`I11111111//�� 6-15=1488/1077, 6-14=-906/1330, 8-14=-1671/1289, 8-13=248/550, 8-12=-1354/1576, %�% M,9 �o�� 1-18=1461/1313, 10-12=-1480/1354 ,%% �P` • , .... ; , G ENS'• •••� �••• TES � 1) Unbalanced roof live loads have been considered for this design. �' % No 53681 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end ��* \ ,• zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 1 3) Provide adequate drainage to prevent water ponding. = /� 4) All plates are MT20 plates unless otherwise indicated. S 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p, 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 STATE (V�� G between the bottom chord and any other members, with BCDL = 5.Opsf. 01 T' , T / Q • = e� 7) Bearing 19 to value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of �ii�t� •. Q Fi 1 •' at joints) considers parallel grain , �� SS •' • " •' bearing surface. I, %% truss to bearing capable of withstanding 1612 lb uplift at joint 11 and 1612 lb uplift at �� 8) Provide mechanical connection (by others) of plate joint l 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Celt. 6634 January 27,2012 ® WARNING - Verljij design pan¢metcrs and RP.AL NOTES ON THIS AND INCLUDED PHTEKREPERENCE PAGE W1.7473 EEP0RE USE, Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the M iTe k' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instlfute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are tflosa effective 061011202 by ALSC or proposed by SPIB, Job Truss Truss Type Qty Ply American -Lees T4270458 22700 A19 Hip Truss 1 1 �22700-North Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:24 2012 Page ID:e64c?ixGe2QMledr5E3ftjybQJf-blaBKM ISOJRnJDa89cFvrlgC5ZfR?IjCBMAmfkzrC6 i 3 a 6-0 16-0 0 i 23-B-D 31-4-0 36-2-0 i _ _ !41-0.0 44-0-0 1-0---I'll 6•&0 6-6-0 7-e-0 7-8-0 410-0 4.10-0 3-0.0 Scale = 1:78.0 5.00 F1_2 2x4 I I 5x10 MT18H = 5x8 = 4x8 = 5x10 MT18H = 4x4 = 4x4 = qxq = 5x5 = 4x8 i 2 3 4 5 6 7 8 9 10 4x8 11 1 5 7T rs f 17 5x10 = 18 3x6 = 15 4x6 4x4 19 2.75 12 21 22 4x4 14 13 12 20 5x8 = 5x8 = 3x8 3x12 = 3-0-0 16-0-0 23-8-0 31.4.0 41-0-0 44-0-0 3-0-0 6-6-0 6-6-0 7-8.0 7-8-0 9-B-0 Plate Offsets MY): : 2:0-5-12 0-2-8 3:0-3-8 0-2-0 4:0-5-0 Ed a 7:0-5-0 Ed a 14:0-5-4 0-2-8 LOADING (per SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) 1.13 15-16 >463 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.94 15-16 >554 180 MT18H 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) -0.54 12 n/a n/a ' BCDL 5.0 Code FBC2007/TP12002 (Matrix-M) Weight: 286 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-4,7-10: 2 X 4 SYP No.1, 4-7: 2 X 4 SYP SS end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-10-9 oc bracing. WEBS 2 X 4 SYP No.3 *Except* WEBS 1 Row at midpt 2-18, 3-16, 6-16, 8-15, 9-14, 9-13 1-20,11-12: 2 X 6 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 12=151210-8-0 (min. 0-1-13), 20=1418/0-8-0 (min. 0-1-10) Max Horz 20=460(LC 4) Max Uplift 12=1665(LC 4), 20=1665(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-745/1012, 2-3=-2394/3105, 3-4=-4922/6234, 4-5=4922/6234, 5-6=-4922/6234, 6-7=-3394/4141, 7-8=-3394/4141, 8-9=-2078/2494, 9-10=-680/858, 10-11=-761/892, 1-20=1409/1682, 11-12=1588/1637 BOT CHORD 19-20=345/365, 18-19=1091/662, 17-18=3315/2452, 16-17=-3308/2461, 15-16=4380/3487, 14-15=2578/2112, 14-21=1813/1459, 21-22=-1813/1459, 13-22=1813/1459 1111111 !III/ WEBS 2-19=1170/1452, 2-18=2627/2128, 3-18=1531/2018, 3-16=3437/2778, 5-16=-355/564, `���� EL M,9 6-16=-2243/1639,6-15=1040/1510,8-15=-2052/1567,8-14=-1155/1601,9-14=-1223/1039, eee �P` • 9-13=-1333/1683, 1-19=-145511260, 11-13=-1486/1412 �G••��Ci E N S�.,Ci'j ✓tee eeae NOTES 1) Unbalanced roof live loads have been considered for this design. �` No 53681 2) Wind: ASCE 7-05: 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end Z' zone; 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) All plates are MT20 plates unless otherwise indicated. i ;; STATE O F 4/ Z 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G , 44 e 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit �� ,�'.�.C`� /O Q ,� \� eee 0 1 between the bottom chord and any other members, with BCDL = 5.Opsf. R ee 7) Bearing at joint(s) 20 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of �j� l�s • • • • •' • ,% bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1665 lb uplift at joint 12 and 1665 lb uplift at I �I N A� 0�� joint 20. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 LOAD CASE(S) Standard January 27,2012 ® WARNING - Vcfij dasign pa ctcrs and READ NOMS ON IWIS AND INCLUDED M7MKREFERENCE PAGE Ibll-74" 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Iva is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TFII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4116 IF Southern Pine (SP or Sp lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPI8, Job Truss Truss Type Qty Ply 22700-North American -Lees T4270459 22700 A20 Hip Truss 1 1 Job Reference a tional East Coast Truss, Fart Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:25 2012 Page I D:e64c?ixGe2QMledr5E3ftjybQJf-3U7VVXiJ49dZexN9KiJm8BwCSEz_ukBNLNOVJCAzrC6 -0-0 7.6-0 7-6-0 7-8.0 7-8-0 5.10.0 5-10.0 -0.0 Scale = 1:78.3 5.00 12 3x4 I 6x8 = 6x10 MT18H = WO MT18H = 2x4 I I 7x8 = 6x8 = 4x6 = 4x4 = 6x6 = 3x4 II 2 3 4 5 6 7 8 9 1011 1 m 16 � ,h 17 7x12 = 18 4x8 15 5x6 46 zz 2.75 FIT 14 13 12 19 6x8 = 4x6 = 7x6 = 6x6 = 8-0.0 16-0.0 23-8-0 31-4-0 37-2-0 44-0-0 8-B-0 7.6.0 7-8-0 7.1 5-10-0 6-10-0 Plate Offsets (X,Y): [2:0-5-0,0-2-8], [3:0-3-8,0-3-0], [4:0-5-0,Edge], [6:0-3-8,0-3-8], [7:0-4-0,Edge], (10:0-3-0,0-2-9], [12:0-3-0.0-5-0], [14:0-5-4,0-3-8], [16:0-6-0.0-4-8], [19:0-2-12 0-4-4 LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) 1.67 16 >313 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.68 Vert(TL) 1.30 16 >402 180 MT18H 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) -0.69 12 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 341 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc purlins, except 2-4,4-7: 2 X 6 SYP SS, 7-10: 2 X 6 SYP No.2 end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-1-13 oc bracing. WEBS 2 X 4 SYP No.3 `Except' WEBS 1 Row at midpt 8-15, 9-14, 10-13 3-16: 2 X 4 SYP No.1, 1-19,11-12: 2 X 6 SYP No.2 2 Rows at 113 pts 2-18, 3-16, 6-16 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 12=1393/0-8-0 (min. 0-1-10), 19=1393/0-8-0 (min. 0-1-9) Max Horz 19=457(LC 4) Max Uplift 12=1718(1_C 4), 19=-1718(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2665/3506, 3-4=-6991/9071, 4-5=-6991/9071, 5-6=-6991/9071, 6-7=-4168/5231, 7-8=-4168/5231, B-9=-2300/2900, 9-10=1458/1888 BOT CHORD 18-19=-596/220, 17-18=3777/2722, 16-17=-3769/2731, 15-16=-5552/4276, 14-15=-3031 /2336, 13-14=1917/1456, 12-13=-359/198 `I11111111 / / j WEBS 2-18=3476/2747, 3-18=-1674/2279, 3-16=-5756/4474, 5-16=273/478, 6-16=3963/2914, ��,P�L S. 548, 6-15=-1225/1753, 8-15=-2730/2105, 8-14=1252/1719, 9-14=-1478/1158, 9-13=-113911 10-13=-2150/1737, 2-19=-1352/1782, 10-12=-1280/1729 �� G G•E N ��••� �••••'p A' NOTES 1) Unbalanced roof live loads have been considered for this design. e� �` No 53681 ;'••• 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 drainage to -0 ; /�-_ (r 3) Provide adequate prevent water ponding. d fJ�/ Z 4 All plates are MT20 plates unless otherwise indicated. Z 0 .• STATE (� F : 5) Thitruss has been esigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � 440 6) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit .� ,�'.• <` % Q ••' •• �.\,�` between the bottom chord and any other members. �j (�` F] \ �j� lSS • • • • •' ,� 7) Bearing at joint(s) 19 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity ofbearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1718 lb uplift at joint 12 and 1718 lb uplift at;� N A� joint 19. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 LOAD CASE(S) Standard January 27,2012 ® WARMNG - Vcrify design parameters and READ NOTES ON THIS AND INCLUDED rdrTEKREPERENCE PAGE MD-7473 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.• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tempe, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB, Job Truss Type Qty Ply 22700-North American -Lees T4270460 22700 A21 TS-P....ial Truss 1 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:27 2012 Page I D:e64c7ixGe2QMledr5E3ftjybQJf-7tFGyNLKhEpMAhljgkpcGLlj7nhjC8PegKOQG3zrC6 S-6 5 10.9 3 16 0 0 21-1-5 26-2-11 31-4-0 37-fi-4 I 44.0.0 I Ir 5-&5 5-2-13 5-2-135 5� 1 5 5-1-5 6-2-4 6-5-12 ' Scale = 1:77.0 5x10 = 2x4 II 2x4 I I 4x4 5x10 M5x8 3x4 T18H WB = 3x6 =3x4 = 2x4 I 4x6 = = = = 1 2 3 4 5 6 7 8 9 10 11 16 V:S4x4 17 7x10 = 1g 4x8 15 2.75 rl2 4x4 14 13 12 19 7x6 = qxg = 3x8 11 6x6 8-1-12 16.0.0 23-8-0 31-4-0 37-6-4 44-0.0 8-1-12 7-10.4 7-8-0 7-8-0 6-2-4 6-5-12 Plate Offsets MY): : 3:0-3-12 0-2-4 4:0-5-0 Ed a 19:0-3-0 0-3-12 LOADING (pSID SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 1.85 16 >283 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -1.45 16 >360 180 MT18H 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) -0.74 12 n/a n/a BCDL 5.0 Code FBC2007rrP12002 (Matrix-M) Weight: 572 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-6-3 oc bracing. 1-19,11-12: 2 X 6 SYP No.2, 3-16: 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 19=1393/0-8-0 (min. 0-1-8), 12=1393/0-8-0 (min. 0-1-8) Max Horz 19=416(LC 4) Max Uplift 19=1733(LC 3), 12=1733(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3036/3917, 3-4=-11071/14244, 4-5=11071/14244, 5-6=11071/14244, 6-7=-5103/6339, 7-8=-264713359, 8-9=-264713359, 9-10=-1616/2092, 10-11=1616/2092, 11-12=-1353/1726 BOT CHORD 18-19=-270811892, 17-18=-6391/4765, 16-17=-6381/4775, 15-16=-8466/6547, 14-15=-5464/4247, 13-14=338312632 WEBS 2-19=-2449/3129, 2-18=-222911831, 3-18=-2474/3267, 3-16=-8395/6578, 6-16=-6327/4812, 6-15=-1968/2674, 7-15=1836/1493, 7-14=2017/2616, 9-14=-515/480, 9-13=-1290/1627, 10-13=-352/557, 11-13=-2467/1988 v111111111I/ �`` V- S. �t,�,ItO NOTES "x3") ` `P• • • • • V/-1 1) 2-ply truss to be connected together with 10d (0.131 nails as follows: ��� \G• • � G E N S' • ✓o Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 oc. • Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. :• Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. No 53681 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 * : •� * ,: have been to distribute only loads noted as (F) or (B), unless otherwise indicated. connections provided 3) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 v -� / STATE F �/ .• 4) Provide adequate drainage to prevent water ponding. a l� 5) All plates are MT20 plates unless otherwise indicated. s T P ••�\���� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�'•, < p t R 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 i� s ... • • • �� �� other chord and any bottom9 IIII/Sj;� N een a A� E �% formula. Building designer should verify capacity of 8) Bearing at joint(s) considers parallel grain value using ANSI/TPI 1 angle to grain bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1733 lb uplift at joint 19 and 1733 lb uplift at joint 12. FL Cert. 6634 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. January 27,2012 LOAD CASE(S) Standard now ® WARMNG - Verify design parameters and READ NOTES ON7HISAND INCLUDED 1P7!'IEKREFERENCE FAGS J61-7473 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.• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the ivi iTek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TFII Quality CrBerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plafe Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine {SP or SPp) lumber is specified, the design values are those effective 015101120112 by ALSC or proposed by SPIB Job Truss City Ply 22700-North American -Lees T4270461 22700 A22 FMonopitycpheTruss �30 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:28 2012 Page ID:e64c?ixGe2OMledr5E3ftjybOJf-T3pf9jLySYxDortvORKrpZgOdB6 xhhn3 BzoVzrC6 i o o 12-7-0 2-0-o 6-3-1 6-3-15 3x4 I I Scale = 1:34.6 4 5.00 3x4 3 2 �1 6 5 3x4 = 1x4 I 44 = 6-3-1 12-7-0 6-3-1 6-3-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.11 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.27 Vert(TL) 0.09 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.43 Horz(TL) -0.01 2 n/a nla BCDL 5.0 Code FBC20D7/TPI2002 (Matrix-M) Weight: 63 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-3-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide._ REACTIONS (lb/size) 2=515/0-8-0 (min. 0-1-8), 5=389/0-7-0 (min. 0-1-8) Max Horz 5=564(LC 4) Max Uplift2=-700(LC 6), 5=717(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-599/859 BOT CHORD 2-6=-6611499, 5.6=661/499 WEBS 3-5=-534/980, 3-6=323/206 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • 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 `ll�� between the bottom chord and any other members. %� ,P`�• 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 700 lb uplift at joint 7 and 717 lb uplift at joint ' •. �� °� E N ,35. ,e��`G • �� •• F •• 5) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. e` No 53681 ". ' LOAD CASE(S) Standard :�•'' STATE OF e 6 •. r 15/6NA FL Cert. 6634 January 27,2012 ® WARNING - 117 ifi,/ design paramcti and READ NOTES ON 7777SAND INCLUDEDWTSKREFERENCE PAGE IUI-7473 BEFORE USE. R Design valid for use only with Mifek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. y Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ■■■ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the pp WOW erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricatlon, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. If Southern Pina (SP or Volfrom lumber is (specified the design v lue3 are those effective'06 ©112012 by ALSC or proposed by SPIB. Tampa, FL 33610 4115 Job Truss Truss Type Qty Ply 22700-North American -Lees T4270462 22700 A23G Monopilch Truss 2 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7,250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:28 2012 Page ID:e64c?ixGe2QMledr5E3fljybQJf-T3pf9jLySYxDortvOR KrpZgvoBxl xaxn3_8zoVzrC i 5 6 4 12-7-0 _ 14-7-0 5r6-4 7-0-12 2-0-0 3x4 Scale = 1:35.0 1 5x6 5.o0 L12.. 01 N 2 3 Ll 4 I 10 11 5 6 7x8 = 3x6 I 3x8 = 5-6-4 12-7-0 5-6-4 7-0-12 Plate Offsets MY): 3:0-8-3 0-0-9 6:Ed a 0-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.25 5-6 >598 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.98 Vert(TL) 0.21 5-6 >712 180 BCLL 0.0 BCDL 5.0 Rep Stress Incr NO Code FBC2007fTP12002 WB 0.86 (Matrix-M) Horz(TL) -0.03 3 nla n/a Weight: 73 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-4 oc purlins, except BOT CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 1-11-3 oc bracing. WEBS 1 Row at midpt 2-6 iTek recommends that Stabilizers and required cross bracing be stalled during truss erection, in accordance with Stabilizer rri stallation guide. REACTIONS (lb/size) 3=1017/0-8-0 (min. 0-1-8), 6=1482/0-7-0 (min. 0-1-12) Max Horz 6=-561(LC 4) Max Uplift3=-1837(LC 5), 6=-2744(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1860/3069 BOT CHORD 6-10=-2561/1652, 10-11=2561/1652, 5-11=-2561/1652, 3-5=-2561/1652 WEBS 2-5=-2342/1278, 2-6=-187513439 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip •E DOL=1.60 `�o �• 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �j N • �' •, G SF of 3) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit :�` �N •• • between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1837 lb uplift at joint 7 and 2744 lb uplift at N 0 53681 ®* •'� # joint 6. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 389 lb down and 752 lb up at 1 and 389 lb down and 732 lb up at 3-6-4, and 817 lb down and 1247 Ito up at 5-6-4 on bottom chord. The design/selection of such STATE O F connection device(s) is the responsibility of others. 4(/ 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �G,%N '. , T Q �,•� _ �, R LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 1% Vert: 1-4=-54, 6-7=-10 Concentrated Loads (lb) Vert: 5=-817(8) 10=-389(B) 11=-389(B) FL Cert. 6634 January 27,2012 It WARNING - Verify design pan ,:!tem and READ NOTES ON TEISAND INCLUDED MYMKREFERENCE PAGE A91.7473 BRFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability duAng construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine ( SP or SPp) lumber is specified, the design values are (hose effective 0610112012 by.ALSC or proposed by SPIB, Job Truss Qty Ply 22700-North American-LeesT4270463 22700 A24 FHrusse russ 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7,250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:29 2012 Page 2 0.0 5-7- ID:e64c7ixGe2QMledr5E3ftjybQJf-xGN1 N3MaDs33P7S5x9r4MmNBlaUmgA8xHetXLyzrC6 11-0.0 12-10-8 i 2-0-0 5-7-.1 5-4-11 1-10-8 4x8 — 2x4 II Scale: 318"=1' 4 5 5.00 12 3x4 3 2 1 8 7 6 3x4 = 1x4 I 3x4 = 5x5 = 5-7-5 11.0.0 12-10-8 5-7.5 5-4-11 1-10-8 Plate Offsets MY): : 4:0-5-4 0-2-0 6:0-2-80-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.09 7-8 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.18 Vert(TL) 0.07 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) -0.02 6 n/a n/a BCDL 5.0 Code FBC20071TPI2002 (Matrix-M) Weight: 75 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-11-6 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=524/0-8-0 (min. 0-1-8), 6=399/Mechanical Max Horz 2=505(LC 4) Max U plift 2=1 041 (LC 5), 6=-797(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-636/1095, 3-4=-206/331 BOT CHORD 2-8=-1093/535, 7-8=-1093/535, 6-7=-354/140 WEBS 3-8=-263/170, 3-7=-443/1021, 4-7=-671/270, 4-6=-411/879 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip 11111111111' DOL=1.60 `,`%J �� 1�L S. � '✓/,9 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with �P`�, , ... , % /o � p any other live loads. ��G E N fa S( �'•��� 4) "This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit i� between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. �5 3 6 S 1 / N 0 e. 1041 lb at 9 and 797 lb uplift at joint ' ,' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift joint • 6. f 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 10G�' STATE P F N AL �1111111111111 FL Cert. 6634 January 27,2012 ® WARNING - Vcrify design paranadc" and READ NOTES ON THIS ARID INCLUDED IIyBKREFEfZRNCE PEGS III-7473 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate In'Iltute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB, Job Truss PlyTJ 0-North American -Lees T4270464 22700 A25 7H.IfHT,ss �Qty 2 eference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:30 2012 Page 0.0 q_7_5 , ID:e64c7ixGe2QMledr5E3ftjybQJf-PSxPaPNC_9Bwl8llVsMJu wMV miPbR4Wld4tOzrC a_0-0 12-10-8 l 2-0-0 4-7-5 4-4-11 3-10.8 4x4 = Scale = 1:27.9 4x4 = 4 5 5.00 12 1x4 3 in 2 1 7 6 3x8 = 2x4 II 4x6 = 9-0-0 12.10-8 9-0.0 3.10-8 Plate Offsets X Y : 2:0-0-1 0-0-15 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0,31 7-10 >497 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.39 Vert(TL) 0.26 7-10 >595 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) -0.02 6 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 68 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-5 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=399/Mechanical, 2=524/0-8-0 (min. 0-1-8) Max Horz 2=423(LC 4) Max Uplift6=777(LC 4), 2=-1042(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-652/1071, 3-4=-352/646, 4-5=-275/667, 5-6=-390/759 BOT CHORD 2-7=-1066/559 WEBS 3-7=-306/637, 5-7=852/401 NOTES 1) Unbalanced roof live loads have been considered for this design. -rise) gable rid I 2) (3-second ; TCDL=4.2psf; MWFRS T=1 I1,P right right Lumber end vertical eft andust): one; cantilever eft and exposedh right ghht exposed; porch left anld exposed; DOL; 60 plate grip S ♦♦♦♦��� 3) Provide adequate drainage to prevent water ponding. ♦ �G , O E Ns'- •'•, `♦♦ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` �, 4 �_ 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 No 53681 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 777 lb uplift at joint 6 and 1042 lb uplift at joirJE 8. = I ,/ �— • 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, �'0 , G, STATE OF .4/�/ '•, LOAD CASE(S) Standard �� O ; O ,'; R FL Cert. 6634 January 27,2012 ® WARNING - Vcrify design paramclera and READ N07ES ON MIS AND INCLUDED MITBKREPBRENCE PAGE MII.7473 BF -PORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply 22700-North American -Lees T4270465 22700 A26G Half Hip Truss 2 1 Job Reference o tional East Coast Truss, Fart Pierce, FL. 34946 7.250 s Aug 25 2011 MITek Industries, Inc. Fri Jan 27 10:16:31 2012 Page I D: e64c7ixG e2 Q M ledr5 E3ftjy bQJf-teV no10 rkTJnf IcU 3atYR B SOD 06 DB2y Ely MdPgzrC6 7-0-0 2-0.0 3-7-5 3.4-11 5-1 D-8 Scale = 1:24.9 48 = 5x6 = 4 11 12 5 5.00 12 1x4 3 2 1 7 13 14 6 US = 3x8 II 3x6 = 7-0-0 12-10-8 7-0-0 5-10.8 Plate Offsets X Y : 2:0-0-1 0-0-11 4:0-4-0 0-1-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.99 Vert(LL) 0.13 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.37 Vert(TL) 0.12 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(TL) -0.02 6 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix-M) Weight: 66 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-4 oc bracing. WEBS 1 Row at midpt 5-7 Tek recommends that Stabilizers and required cross bracing be stalled during truss erection, in accordance with Stabilizer rn stallation quide. REACTIONS (lb/size) 6=827/Mechanical, 2=744/0-8-0 (min. 0-1-8) Max Horz 2=340(LC 4) Max Uplift6=1292(LC 4), 2=-1312(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1158/1726, 3-4=-1024/1557, 4-11=-928/1513, 11-12=928/1513, 5-12=-928/1513, 5-6=-756/1208 BOT CHORD 2-7=-1630/1013 WEBS 3-7=-87/263, 5-7=-1556/998 NOTES iI111IIII111/j1�I 1) Unbalanced roof live loads have been considered for this design. ,���� u S � MWFRS � 41 11.1 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; (low-rise) gable end `�� �P, zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip ,,� \G �, • ' G E N s •. �� �� 3) Provide adequate drainage to water ponding. prevent " N O 53681 4) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. m� - * ; * 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. a between the bottom chord and any other members. / — 6) Refer to girder(s) for truss to truss connections. � 0 ; i/ C / 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1292 lb uplift at joint 6 and 1312 lb uplift at " '.I STATE F joint 8. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �G,�' , A, 1 Q •' _�, 253 lb 7-0-0, o� load(s) 106 Ito • down 4 Q \ •'\�\ 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated and up at . , ,�� lb b down top chord, b down and 216 lb at Rand 106 lb down and Icon 7-0-0, an t39-0- 12,tand 64 lb downatl11 2 n bottomuchordat 11T e1 design/selection of such connection device(s)pis the "41& �O N A� %%%�,, Ilb d responsibility hers. '� 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard FL Cert. 6634 January 27,2012 Continued on pacte 2 ® WARNING -Verify den ignpa aefe andREADNOTESONTHIS AND INCLUDEDT=KREFERENCEPAGEIIffl-7473BEFOREUSE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the fill iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southem Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSO or proposed by SPIB. Job Truss Type Qty Ply 22700-North American -Lees T4270466 22700 A27 ]7Mopit,hTrL1SS 22 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:32 2012 Page ' , 4-V ID:e64c7ixGe2QMledr5E3ftjybQJf-M2975PTVnReGSBgdHOnzP7i70VctX7N_c6BXGZrC 9.7-D { 2-0.0 4-9-1 49--15 2x4 I Scale = 1:28.2 4 5.00 12 3x4 3 2 1 6 1x4 II 5 3x4 = 3x4 = 4-9-1 9-7-0 - 4-9-1 4.9-15 Plate Offsets X Y : 2:0-0-1 0-0-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Idd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.05 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.17 Vert(TL) 0.05 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) -0.01 5 n/a n/a BCDL 5.0 Code FBC2007ffP12002 (Matrix-M) Weight: 49 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-3-4 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=421/0-8-0 (min. 0-1 -8). 5=291/0-7-0 (min.0-1-8) Max Horz 2=439(LC 4) Max Uplift2=-839(LC 5), 5=-623(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4241693 BOT CHORD 2-6=-725/348, 5.6=725/348 WEBS 3-5=-373/863 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip l l l l l ! 1 DOL=1.60 ♦♦,`ll J* live loads. •vf� ��i,, 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ,♦♦♦ �P��; , , 3-6-0 tall by 2-0-0 wide will fit N •. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle `� �G • \ Ci E S Gl� �� between the bottom chord and any other members. : �. F �•, Q� 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 839 lb uplift at joint 7 and 623 lb uplift at joint No 53681 5 * •' 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. CASE(S) Standard LOAD �G,.• STATE �OF 111111111111100 FL Cert. 6634 January 27,2012 ® WARM14G -Verify design parmnetera and READ NOrEs ON 97jfs AND mmuDED r4rFBKREFERENCE PdGE WI-7470 BEFORE USE. f Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an Individual building component.• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4116 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06101112012 by ALSC or proposed by SPIB. Job Truss Truss Type City Ply 22700-North American -Lees T4270467 22700 B01 Common Truss 1 1 Job Reference o tional East Coast Truss, Fart Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:33 2012 Page ID:e64c7ixGe2QMledr5E3ftjybQJf-q1 cXDRP5G4aVucmtA7wOWcYkQCk9czsWCGrkUjzrc6 1 8 0 18-10-11 - 25-4_0 27-4-0 -NI 6-11 6.2.11 6.2-11 6-5-5 2-0-0 Scale = 1:45.2 4x6 = 3 5.00 12 3x4 4 1x4 1x4 'i 2 5 d d, 1 6 10 9 6 4x6 = 3x4 = 4x4 = 3x4 = 4x6 = 9-9-13 15-6-3 25-4.0 9-9-13 5-8-6 9-9-13 Plate Offsets X Y : 1:0-0-1 0-0-15 6:0-0-1 0-0-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.25 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.33 10-13 >915 180 BCLL 0.0 ' BCDL 5.0 Rep Stress Incr NO Code FBC2007/TP12002 WB 0.31 (Matrix-M) Horz(TL) 0.07 6 n/a n/a Weight: 113 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-5 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=977/0-8-0 (min. 0-1-8), 6=109410-8-0 (min. 0-1-8) Max Horz 1=-258(LC 6) Max Upliftl=885(LC 5), 6=-1142(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1990/1696, 2-3=-1700/1384, 3-4=-1620/1336, 4-5=1687/1321, 5-6=1970/1630 BOT CHORD 1-10=1540/1774, 9-10=789/1263, 8-9=-789/1263, 6-8=1254/1750 WEBS 3-8=-395/523, 5.8=349/661, 3-10=-450/545, 2-10=-365/699 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,`1111111111111' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. by 2-0-0 fit ti% �i�' 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 wide will �� �P�, , „ • E N between the bottom chord and any other members. n G'. � G SF •'y/i� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 885 Ito uplift at joint 11 and 1142 lb uplift at �� joint 14. �.� 6) Load case(s) 1, 9, 10 has/have been modified. Building designer must review loads to verify that they are correct for the Intended use of ��* No 53 681 this truss. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. to the face the truss are noted as front (F) or back (B). '0 : 8) In the LOAD CASE(S) section, loads applied of yjcl 7-----•�1L1 STATE .OF CASE(S) �/ LOAD Standard G ••,�� 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 v� T to �j,� 1 Uniform Loads (plf) j� ,e 8 9) 1 at unbalanced Regular: Lumber ncrease=1e .25, Plate Inca e11.25 �11111 Uniform Loads (plf) t 111111� Vert: 1-3=54, 3-7=-14. 10-11=-10, 8-10=-70(F=-60), 8-14=-10 10) 2nd unbalanced Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) FL Cert. 6634 Vert: 1-3=14, 3-7=54, 10-11=-10, 8-10=70(F=-60), 8-14=10 January 27,2012 ® WARMNG - Ve ifsf d sig. paMneate and READ N078S ON 97RS AND INCLUDED IOMKREFERENCE PAGE 161,7473 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.. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ■ is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIS. Job Truss Truss Type Qty Ply 22700-North American -Lees T4270468 22700 B02 Common Truss 6 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:34 2012 Page ID:e64c7ixGe2QMledr5E3ftjybQJf-IDAwQnQj1 OIM WmL3kiRF3g4vlb4ULQggRwb109zrC6 6 0.1� 12 3 8 18-6-3 24-11-8 26-11-e l I 6-0.12 6-2-12 6-2-11 6-5.5 2-0-0 ' Scale = 1:44.6 06 = 4 5.00 1z 3x4 5 1x4 1x4 3 6 3x4 2 1 7 IB c�lY 11 10 9 5x6 II 3x4 = 4x4 = 3x4 = 4x6 = 9-5-5 15-1-10 24-11-8 9-5-6 S-8.4 9-9-14 Plate Offsets X Y : 1:0-3-0 G-0-2 7:0-0-1 0-1-3 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.25 9-11 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.31 9-18 >951 180 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) ' 0.07 7 n/a n/a Weight: 114 lb FT = 20% BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-14 cc bracing. WEBS 2 X 4 SYP No.3 Mi rek recommends that Stabilizers and required cross bracing be SLIDER Left 2 X 4 SYP No.3 1-6-0 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=968/0-3-8 (min. 0-1-8), 7=1079/0-8-0 (min. 0-1-8) Max Horz 1=-268(LC 6) Max Uplift1=869(LC 5), 7=-1131(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-763/416, 2-3=1860/1600, 3-4=-1628/1320, 4-5=-1585/1310, 5-6=1652/1295, 6-7=-193411603 BOT CHORD 1-11=-1433/1661, 10-11=760/1229, 9-10=760/1229, 7-9=1229/1718 WEBS 3-11=-309/632, 4-11=-394/489, 4-9=-397/526, 6-9=-349/660 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end ,`j111111111111 zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 `�� E� S ' 3) This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrent with any other live loads. %� �P. ....... ✓/,9 �j 3-6-0 tall by 2-0-0 will fit G 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle wide ��% E I �•�\ 51•.'.��i between the bottom chord and any other members. �\; 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 869 lb uplift at joint 12 and 1131 lb uplift at No 53681 •' jointls. designer loads to verify that they are correct for the intended use of '� ; } 6) Load case(s) 1, 9, 10 has1have been modified. Building must review �- this truss. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. v / � � �1 ��. - 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). STATE A F e o ���'T LOAD CASE(S) Standard ;C� / Q Q;•' �_ `�� �j0 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 R Uniform Loads (plf) ........ ,s,'�S /O Aj Plate Inc fi.25 9) 1 st unbalanced egular: Lumber Inc ease=1.25, e)a e1 Uniform Loads (plf) Vert: 14=54, 4-8=14, 11-12=10, 9-11=-70(F=-60), 9-16=-10 10) 2nd unbalanced Regular: Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 - January 27,2012 Continued on Daae 2 ® WARNING - Verify design parmnelerts and REdD NO7EIS ON771YSAND INCLUDED i7' TEKREPERENCE PAGE 11171-7473 BEPORE USE. Design valid for use only with Mi ek connectors. This design is based only upon parameters shown, and is for an individual building component. �- Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 4 for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06101/2012 by ALSC or proposed by SPIB. Job Truss Truss Type City Ply 22700-North American -Lees T4270469 22700 B03 Hip Truss 1 1 Job Reference o lional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:35 2012 Page I D:e64c?ixGe2QMledr5E3ftjybQJf-mPkld6RLoigD7wwFIQyUb 1 d5c?Ql4lupgaKrYbzrC6 5 7 5 11-0-0 14-4-0 19.a-i1 , 25-4-0 27.4-0 1 5-7-5 5-4-11 3-4-o 5-4-11 5-7-5 2-0.0 Scale = 1:46.0 46 = 4x8 = 3 4 5.00 12 1x4 1x4 2 5 M 1 6 7 9 8 6x8 = 3x4 = 46 = 5x5 = 11-0-0 14-4-0 25-4-0 11-0-0 3.4-0 11-0-0 Plate Offsets X Y : 4:0-5-4 0-2-06:0-0-1 0-1-3 9:0-2-4 Ed e LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) -0.29 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.52 9-12 >588 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) -0.06 6 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix-M) Weight: 121 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-12 oc bracing. WEBS 2 X 4 SYP No.3 MFrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=806/0-8-0 (min.0-1-8).6=923/0-8-0 (min.0-1-8) Max Horz 1=238(LC 6) Max Upliftl=-864(LC 5), 6=1121(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-158711697, 2-3=-1202/1204, 3-4=-1066/1212, 4-5=1202/1181, 5-6=1563/1620 BOT CHORD 1-9=-1533/1414, 8-9=-810/1058, 6-8=125411386 WEBS 2-9=-405/727, 39=216/266, 4-8=-1941256, 5-8=375/660 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,`j111111111111' 3) Provide adequate drainage to prevent water ponding. %%% �s 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, o� �P. , , ..✓/,9 �j 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 ��� l; j G E (� s'�'../� Imo. between the bottom chord and any other members. �, �N; �'�� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 864 Ito uplift at joint 10 and 1121 Ito uplift at �; N O 5 3 681 ` joint 13. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ' 13 STATE ' � v ,OF G,.. : 4Q . • �i� F� 'c� O R \ 'O P FL Cert. 6634 January 27,2012i ®WARNING - Verify design pan mctcra andREt1D NOTES ON THIS AND INCLUDED TffMKREFERENCE PAGB r6l.7473 BBPORB USE. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component.• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the M iTe k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/7911 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lae Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33810.4115 If Southern pine (SP or SPD1 lumber is specified, the design values are those effective 06/0112012 by ALSC or proposed by SPIB. Job Truss e City Ply 22700-North American -Lees T4270470 22700 804 FHpruss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:36 2012 Page ID:e64c7ixGe2QMledr5E3ffjybQJf-EclgrSSzZ7y413USs7Tj8FAHTPnNpLQzuE4052zrC I 5-2 13 10-7-8 13-11-8 19-4-3 24.11.8 26-11.8 �5-2-13 5-4-10 3-4-0 5-4.11 5-7-5 2-0-0 Scale = 1:45.4 4x6 = 48 = 4 5 5.00 12 1x4 1x4 3 sn 6 n 3x4 2 1 8 10 9 5x6 II 5x6 = 3x4 = 46 = 10-7-8 i 13-11-8 24-11-8 10-7.8 3-4-0 11-0-0 Plate Offsets MY): : 1:0-2-12 0-0-2 5:0-5-4 0-2-0 7:D-0-1 0-1-3 10:0-2-4 0-3-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) -0.27 9-17 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.47 9-17 >631 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) -0.06 7 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 122 Ito FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins, BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-14 cc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be SLIDER Left 2 X 4 SYP No.3 1-6-0 installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 1=794/0-3-8 (min. 0-1-8), 7=911/0-8-0 (min. 0-1-8) Max Horz 1=248(1_C 6) Max Uplift1=847(LC 5), 7=1111(LC 6) FORCES (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-925/366, 2-3=1464/1586, 3-4=1159/1162, 4-5=-1028/1175, 5-6=1173/1154, 6-7=-1535/1595 BOT CHORD 1-10=1408/1309, 9-10=781/1032, 7-9=-1231/1361 WEBS 3-10=-340/629, 5-9= 196/276, 6-9=-375/661 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end j� `,�11111111// zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 41,9/�� 3) Provide adequate drainage to prevent water ponding. bottom live load other live loads. ee �P , • • • /� •. 4) This truss has been designed for a 10.0 psf chord nonconcurrent with any OOee�G •, \ Ci E S; �� �� •'•• 5) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit �, F �_ between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 847 lb uplift at joint N O 5 3 6 S 1 11 and 1111 lb uplift at �� * = joint 15. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •ire LOAD CASE(S) Standard �'O. ► '. STATE F �� ((/ Z v oA,� .,�SS;0 A E %%% N FL Cert. 6634 January 27,2012 ®WARMNG - Ve i, fij dcaign par cte and JWAD NOTES ON 77irS AI iD IJVCLVDED MTTEK REFERENCE P.AGE IGI-7473 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. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown MiTek' is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the iVliTe k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 if Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPi8. Job Truss Qty Ply 22700-North American-LeesT4270471 22700 B05 FHusTsT,,pe 1 1 Job Reference o florist East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:37 2012 Page I D:e64c7ixGe2QMIedr5E3ftjybQJf-ios22oSbKJ4xN D3ePgygSiS_p7xYpM67upydUzrC6 ao 4 7 5 9 0 0 1620-8-11 25-4-0_ 27-4-0 —2 2-0-0 4-7-5 4-4-11 7-4-0 4-4-11 Scale: 114"=l' 5x6 = 08 = 4 5 5.00 12 1x4 1x4 3 6 n 2 ' IO 6 d, „ 10 9 3x8 = 3x4 3x4 = 3x8 = 3x8 = 9-0-0 16.4-0 25-4-0 9-0-0 7-4-0 9-0-0 Plate Offsets MY): : 2:0-0-1 0-0-7 4:0-3-0 0-2-4 5:0-5-4 0-2-4 7:0-0-1 0-0-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.20 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.23 9-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.06 7 n/a n/a BCDL 5.0 Code FBC2007ITP12002 (Matrix-M) Weight: 121 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-9 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-12 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=919/0-8-0 (min. 0-1-8), 7=91910-8-0 (min. 0-1-8) Max Horz 2=172(1_C 6) Max Uplift 2=-1 087(LC 5), 7=1087(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-156211542, 3-4=-1320/1314, 4-5=-1197/1286, 5-6=1320/1315, 6-7=-1562/1543 BOT CHORD 2-11=-1362/1383, 10-11=1007/1197, 9-10=-1007/1197, 7-9=-1212/1383 WEBS 3-11=-218/441, 4-11 =-1 05/268, 5-9=109/268, 6-9=-218/442 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 1111 11�'' 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. ,`,1111111 �%� .. ' rv/,9 ��I� �P�!; • has been designed for live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit G E N �j 5)' This truss a `�� Ci SF•••,�� between the bottom chord and any other members, e �� ••• �� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1087 lb uplift at joint 12 and 1087 lb uplift at No 53681 joint 15. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard -p '•� �� r[ STATE /OF %,,ASS O R ; Q�\_`� 41N A� , �� ; ,00% FL Cert. 6634 January 27,2012 ® WARMNG - Vci i ftj design pammzctem and READ N07ES ON THIS AAID INCLUDED ]MYSKREPERENCE PAGE IGI-7473 EEPORE USE. Design valid for use only with Welk connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown i.Y■■ is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Critefla, DSB-89 and BCSI Building Component 6904 Parke East BW. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIS, Job Truss Truss Type Qly Ply 22700-North American -Lees T4270472 22700 BO6 Hip Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 4 2 13 15.11.8 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:38 2012 Page ID:e64c7lxGe2QMledr5E3ftjybQJf-A_QQGSTE5dCo NegzYVCDgFdrDTEHGMFMYZV9wzrC6 I 20-4-3 I 24-11-8 26.11-8 F 4.2-13 4-4-10 7.4.0 4-4-11 4-7-5 2-0-0 Scale = 1:44.6 5x6 = 4x8 = 4 5.00 12 5 tx4 1x4 6 3 7 A 4 3x4 2 1 7 13 `$ 8 11 10 9 3x8 II 3x8 = 3x4 = 3x4 = 3x8 = 8-7-8 15.11-8 24-11-8 8.7-8 7.4-0 9-0.0 Plate Offsets X Y : 1:0-3-8 Ed a 4:0-3-0 0-2-4 5:0-5-4 0-2-4 7:0-0-1 0-0-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.18 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.22 9-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.06 7 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 119 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-6 oc bracing. WEBS 2 X 4 SYP No.3 iTek recommends that Stabilizers and required cross bracing be SLIDER Left 2 X 4 SYP No.3 1-6-0 stalled during truss erection, in accordance with Stabilizer ril-r'stallation guide. REACTIONS (lb/size) 1=794/0-3-8 (min. 0-1-8), 7=911/0-8-0 (min. 0-1-8) Max Horz 1-225(1_C 6) Max Uplift1=816(1_C 5), 7=1081(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6781397, 2-3=1458/1516, 3-4=1286/1307, 4-5=-1167/1280, 5.6=-1301/1304, 6-7=-1544/1528 BOT CHORD 1-11=1328/1298, 10-11=-999/1179, 9-10=999/1179, 7-9=-1205/1367 WEBS 3-11 =-1 65/406, 5-9=-108/273, 6-9=-219/443 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end ,`ll1111111/��� zone; 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. % % G........ bottochord live load nonconcurrent with any other live loads. 4) This truss has been designed for a 10.0 m E psf �� 3-6-0 tall by 2-0-0 fit '' �,� SF •� A00 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle wide will `� between the bottom chord and any other members. N 0 53681 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 816 lb uplift at joint 12 and 1081 lb uplift at * joint 16. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� LOAD CASE S) Standard ( •:� •� � STATE �F F� 0 R \ D."* O N AC1� %;•�`• FL Cert. 6634 January 27,2012 ® WARMNG -Verify design parameters and READ MI TES ON THIS AIM INCLUDED IM' SH-FIEPERENCS PAGE f6f 7473 BF.FORB USE. Design valid for use any with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ii�.��■■ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M iTe k' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrIleda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suile 312, Alexandria, VA 22314. Tempe, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0510112012 by ALSO or proposed by SPI6, Job Truss Qty Ply orth American-LeesT4270473 TJrence 22700 B07G Fs'e 1 o tional East Coast Truss, Fort Pierre, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:40 2012 Page I D: e64c?ixGe2QMledr5E3ftjybQJf-7NXBhgVUd ES WEhoD5zYg15Kw202X1?kYps2cEpzrC6 2 0 0 "' 7 5 7 0 0 i 12 8-0 18.4.0 I 21-8-11 i 25-4.0 2-0.0 3-1-5 3— 5.8-0 5.8-0 3-4-11 3-7-5 Scale: 114"=1' 5x10 MT18H = 3x6 I I 5x10 MT18H = 5.00 12 4 20 21 5 22 23 6 1x4 1x4 3 7 M z e l 9 01 13 24 12 11 25 26 10 3x4 = 4x4 = 3x10 = 3x4 = 4x10 4x10 7-0.0 12-8-0 18-4.0 25-4-0 7-0-0 5.8-0 5-8-0 7-0-0 Plate Offsets X Y : 2:0-0-15 0-1-12 4:0-6-8 0-2-0 6:0-6-8 0-2-0 8:0-0-15 0.1-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.55 10-11 >553 240 MT20 244/190 TCDL 7.o Lumber Increase 1.25 BC 0.93 Vert(TL) -0.43 10-11 >699 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) -0.16 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 128 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-8-14 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-11 WEDGE MiTek recommends that Stabilizers and required cross bracing be Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1665/0-8-0 (min.0-1-15).8=1709/0-8-0 (min.0-2-0) Max Horz 2=148(LC 5) Max Uplift2=-2275(LC 5), 8=-2367(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3226/4170, 3-4=-3218/4223, 4-20=-3860/5240, 20-21=-3860/5240, 5-21=-3860/5240, 5-22=3860/5240, 22-23=3860/5240, 6-23=-3860/5240, 6-7=-3324/4444, 7-8=-3325/4379 BOT CHORD 2-13=-3710/2878, 13-24=-3774/2979, 12-24=-3774/2979, 11-12=-3774/2979, 11-25=-3910/3077, 25-26=-3910/3077, 10-26=-3910/3077, 8-10=-3750/2968 WEBS 4-13=-199/450, 4-11=-147111081, 5-11 =-71 6/1250, 6-11=-1270/969, 6-1 0=-1 90/452, 7-10=-253/247 NOTES M,9 1) Unbalanced roof live loads have been considered for this design. �� �P`�. • • • II; Exp C; MWFRS (low-rise) end •. v 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. enclosed; gable ��`,�G • G E N S' • �� vv F ••• zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ` �. Q 3) Provide adequate drainage to prevent water ponding. a —; No 53681 4) All plates are MT20 plates unless otherwise indicated. n�* \ •� 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= b7 between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2275 lb uplift at joint 14 and 2367 lb uplift at •:: STATE OF G joint 17. •• �C/ a • •� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. vv ,� X` % P • va 263 Ito 7-0-vvJ. < up at F0 •w\�,`�� 253 lb own and 106 latd12-8-0,106 lb down be povided sufficientt11-0-12, shalldownrand connecion9-0-12(106 9) Hanger(s) o106 rand llbdevices) 253 lb upt tother lb downr253 lb up at 106 lb down and 253)lb pand ks, S\\%%%% �O up at 14-3-4, and 106 Ito down and 253 lb up at 16-3-4, and 202 lb down and 482 lb up at 18-4-0 on top chord, and 284 lb down and 317 III N Ar- 1111111111111 Ito up at 7-0-0, 64 Ito down and 19 lb up at 9-0-12, 64 lb down and 19 lb up at 11-0-12, 64 lb down and 19 lb up at 12-8-0, 64 lb down and 19 lb up at 14-3-4, and 64 Ito down and 19 lb up at 16-3-4, and 284 lb down and 317 lb up at 18-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). FL Cert. 6634 LOAD CASE(S) Standard January 27,2012 Continued on Dage 2 ® WARNING - Verifg design parameters and READ NO TIRS ON IRIS AND INCLUDED IMIEK REFERENCE PEGS PBII-7473 BEFORE US& • Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component.• Applicability of design parameters and proper incorporation of component is responsibility of bulling designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available tram TNss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber vs speed, the design values are those effective 00111201 2 by ALSC or proposed by SP1B. Job Truss Truss Type Qty Ply 22700-North American -Lees T4270474 22700 B08G Half Hip Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:41 2012 Page I D:e64c?ixGe2QMledr5E3ftjybQJf-bZ5ZuAV6OYaNrrNPeg3vrlt5cQPYU Rei2Vn9mFzrC6 6 0 7 11 11 1 i 17-11-8 21.4-3 24.11-8 I 26-11-8 6-0.7 5-10-11 6-0-7 3.4-11 3-7-5 2-0.0 Scale = 1:44.9 5x10 MT18H = 5x8 = 3x6 I1 3x10 MT18H = 5x8 = 1 17 18 2 3 19 4 20 21 5 5.00 L12 1x4 6 th ' I B 22 23 12 24 25 11 10 25 27 y 13 46 = 3x8 II 5x12 = 1x4 II 3x8 = WO 6-0-7 11-11-1 17-11-8 24-11-8 6-0-7 5-10-11 6-0-7 7-0-0 Plate Offsets X Y : 5:0-6-8 0-2-0 7:0-0-15 0-1-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.58 9-10 >517 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.88 Vert(TL) 0.45 9-10 >663 180 MT18H 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) -0.15 7 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix-M) Weight: 130 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP NoA *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, except 5-8: 2 X 4 SYP SS end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid telling directly applied or 2-6-12 oc bracing. WEBS 2 X 4 SYP No.3 *Except* WEBS 1 Row at midpt 1-12 1-13: 2 X 4 SYP No.2 iTek recommends that Stabilizers and required cross bracing be WEDGE during truss erection, in accordance with Stabilizer rinstalled Right: 2 X 4 SYP No.3 stallation guide. REACTIONS (lb/size) 13=1679/0-3-8 (min. 0-2-0), 7=1651/0-8-0 (min. 0-1-15) Max Horz 13=-340(LC 3) Max Uplift 13=-2445(LC 3), 7=2336(1_C 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1602/2398, 1-17=-2619/3868, 17-18=-2619/3868, 2-18=-2619/3868, 2-3=-2619/3868, 3-19=-2619/3868, 4-19=-2619/3868, 4-20=-2976/4252, 20-21=-2976/4252, 5-21=-2976/4252, 5-6=3197/4475, 6-7=-3193/4309 BOTCHORD 12-24=-4990/3606, 24-25=4990/3606, 11-25=-4990/3606, 1 D-1 1 =4990/3606, 10-26=4990/3606, 26-27=4990/3606, 9-27=-4990/3606, 7-9=-3755/2847 WEBS 1-12=-4238/2902,2-12=-649/1148,4-12=1120/1627,4-10=-131/358,4-9=-715/1157, `�� 5-9=-706/671, 6-9=-277/119 • ... M,9 %,' `,�.G,rPV E N S�'•�/^^��' 2 NOTES Continued on page ,vim ••'�\C' 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end • ••' zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 N 0 53681 2) Provide adequate drainage to prevent water ponding. �� �• 1 3) All plates are MT20 plates unless otherwise indicated. • 1 "" = 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. in 3-6-0 tall by 2-0-0 wide will fits 5 This truss has been designed for a live load of 20.0 sf on the bottom chord all areas where a rectangle P STATE J F and between the bottom chord any other members. �� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2445 lb uplift at joint 13 and 2336 lb uplift at • • F �` P •; _�� joint 14. e� (� •. 0 R `.Q • ��,,�� 7) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦``S \ e ���� 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 lb down and 248 lb up at 1-10-12, S/Q N AL �\,��, 103 lb down and 254 lb up at 3-10-12, 103 lb down and 254 lb up at 5-10-12, 103 lb down and 254 lb up at 7-10-12, 103 lb down and 254 1111111111111,` lb up at 9-10-12, 103 lb down and 254 lb up at 11-10-12, 103 lb down and 254 lb up at 13-10-12, and 103 lb down and 254 lb up at 15-10-12, and 202 lb down and 482 lb up at 17-11-8 on top chord, and 60 lb down and 50 lb up at 1-10-12, 59 lb down and 45 lb up at 3-10-12, 59 lb down and 45 lb up at 5-10-12, 59 lb down and 45 lb up at 7-10-12, 59 lb down and 45 lb up at 9-10-12, 59 lb down and 4 FFL Cert. 6634 lb up at 11-10-12, 59 Ito down and 45 lb up at 13-10-12, and 59 lb down and 45 lb up at 15-10-12, and 284 ib down and 317 lb up at 17-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. January 27,2012 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ® WARNING - Verifij design paramctcrs and READ NOTES ON THIS AND INCLUDED PITTEXREFERENCE PAGE MI.7473 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.• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown ■■■p���.YYY■ is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the WOW I O W erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 If Southern Pine (SP or SPpj lumber is specified, the design values are those effective 08101/2012 by ALSC or proposed by SPIB, Job Truss pe Qty Ply 22700-North American-LeesT4270475 22700 MV10 FGABLE 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:42 2012 Page ID:e64c7ixGe2QMledr5E3ftjybQJf-3mfx5W Wk9riDTybCOa6NWPMigvfD4nrH9Xj IhzrC6 9-9-0 9.9.0 2x4 I Scale = 1:25.0 3 5.o0 12 1x4 II 2 1 3x4 % 1x4 5 42x4 II 9.9-0 9-9-0 LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.25 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC20071TPI2002 (Matrix) Weight: 37 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.3 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation uide. REACTIONS (lb/size) 1=130/9-9-0 (min. 0-1-8), 4=83/9-9-0 (min. 0-1-8), 5=355/9-9-0 (min. 0-1-8) Max Horz 1=368(LC 4) Max Uplift1=85(LC 5), 4=-105(LC 4), 5=-524(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-265/56 WEBS 2-5=-290/529 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,`I11111 3-6-0 tall by 2-0-0 fit 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle wide will %.% EL S. P between the bottom chord and an other members. %� `\ ........ �I 85 Ito 1, 105 lb uplift at joint 4 and `,�G`', • •: 9�1� �j� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint G E s • •'. ' 524 lb uplift at joint 5. ; V 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. No 53681 LOAD CASE(S) Standard STATE /OF d O • •� ��� c� 0 R ���/llrlllll�� FL Cert. 6634 January 27,2012 ® WBRMNG - Verify drargn parameters and AR&D N07ES ON THIS AA D INCLUDED LUTSKREPERENCE PAGE MI.7473 BEFORE USE. Design valid for use only with MSek connectors. This design is based any upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ��i��•YYY is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 11, N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06101/20112 by ALSC or proposed by SPIB, Tampa, FL 33610-4115 Jab Truss Truss Type Qty Ply 22700-NoRh American -Lees T4270476 22700 MV12 GABLE 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:43 2012 Page I D:e64c7ixGe2QMledr5E3ftjybQJf-XyDJJsXMw9g45BXom55NwjycLEH 1 yYR7VpGGgBzrC6 11.9.0 11-9-0 2x4 Scale = 1:29.1 4 5.Ito � 1x4 II 3 1x4 II 2 1 3x4 % 7 6 5 1x4 I 1x4 I I 2x4 I I 11-9-0 11-9-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 47 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.3 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 11-9-0. (lb) - Max Horz 1=451(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1 except 5=129(LC 4), 6=-408(LC 5), 7=-362(LC 5) Max Grav All reactions 250 Ib or less at joint(s) 1, 5, 7 except 6=276(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-360/33, 2-3=-260/38 WEBS 3-6=-235/424, 2-7=-202/379 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other • bottom in 3-6-0 tall by 2-0-0 wide will fit 4) This truss has been designed for a live load of 20.Opsf on the chord all areas where a rectangle �� between the bottom chord and any other members. �� G�P�. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Itouplift at joint(s) 1 except Qt=lb) 5=129, : �N 6=406, 7=362. 5 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N o 3681 LOAD CASE(S) Standard v STATE �OF . 071 � -.11110 N A� ' FL CerL 6634 January 27,2012 ® WARNING - Ver;k desi9a paranscfcra and READ NOTES ON 7771S AND INCLUDED i1?lTEKREPERENCE PAGE MII.7473 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.• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610W012 by ALSC or proposed by SPIB. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 22700-North American -Lees T4270477 22700 MV12A GABLE 1 1 Job Reference o tional East Coast Truss, Fart Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:43 2012 Page I D: e64 c7ixGe2Q MI e d r5E3ftjybQJf-XyD JJ sX Mw9g45BXom55Nwjy cS E H6yYb7 VpGGg8zrC6 4-0-0 8-0-8 Scale = 1:20.0 4x4 = 1x4 II 2x4 II 5.00 12 2 3 ri 4 7 6 3x4 i tx4 II 1x4 II 5 2x4 II 4-0-0 12-0-8 4-0-0 8-0-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 BCDL 5.0 Rep Stress Incr YES Code FBC20071TPI2002 WB 0.10 (Matrix) Horz(TL) -0.00 5 n/a n/a Weight: 40 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.3 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 12-0-8. (lb) - Max Horz 1=137(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=117(1_C 5), 5=-126(LC 3), 6=-357(LC 4), 7=-237(LC 4) Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 7 except 6=283(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-244/385, 2-7=176/253 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. bottom bearing. IIII1 f I I ll11� 3) Gable requires continuous chord live loads. `11%I I, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 3-6-0 tall by 2-0-0 wide will fit `�� EL S � P• v/ e 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle %` , , , , �ij '� between the bottom chord and any other members. 1, 126 lb 5, o�� G�•' E N '� �� SF •'•, �Q �� 6) Provide mechanical connection (by others) of truss to bearing plate capable of wfthstanding 117 lb uplift at joint uplift at joint :� 357 lb uplift at joint 6 and 237 Ito uplift at joint 7. N O 536 81 "Semi including heels" Member end fixity model was used in the analysis and design of this truss. �� 7) -rigid pitchbreaks 1 LOAD CASE(S) Standard STATE OF .40 R Q��• N �0 FL Cert. 6634 January 27,2012 ® WARNING- Verify design panamctc and READ NOTES ON IMIS APM INCLUDED P/f MK REFERENCE PAGE MII.7473 PEPORS USE, Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the M iTe k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS11-89 and BCSI Building Component 6904 Parke East Blvd. Salary Inlormation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 L If Southern Pine (SP or SPp) lumber Is specified, the design values are those effective 0610112012 by ALSC or proposed by SPI6. Job Truss Truss Type City Ply =medcan-LeesT4270478 22700 MV14 GABLE 1 o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:44 2012 Page ID:e64c?ixGe2QMledr5E3ftjybQJf-?8niWBY?hTyxil6_KoccTxVjldaQh? MBkTOpN azrC6 13-s-o 13-9-0 2x4 I I Scale = 1:34.2 4 1x4 II 5.00 12 3 1x4 II 2 1 3x4 % 7 6 5 2x4 I I 1x4 II 1x4 II 13.9.0 13-9-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 57 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.3 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 13-9-0. (lb) - Max Horz 1=534(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1 except 5=140(LC 4). 6=366(LC 5). 7=-498(LC 5) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=340(LC 1), 7=325(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-408/51, 2-3=270/42 WEBS 3-6=-212/379, 2-7=275/510 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3-6-0 tall by 2-0-0 fit 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle wide will `�� ........ � between the bottom chord and any other members, with BCDL = 5.Opsf. �0 •' G E N , 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 5=140, 6=366, 7=ass. N o 53681 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®� LOAD CASE(S) Standard v i= STATE OF '1J/Z o U <y✓ . FL Cert. 6634 January 27,2012 ®WARNING • Verify design parancetera and READ NOTES ON THIS AM INCLUDED MITE%REPERENCEPAGE W1.7473 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. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. _ If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply72270RO-North American-LeesT4270479 22700 MV14A GABLE 1rence o lional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:45 2012 Page I D:e64c7ixGe2QMledr5E3ftjybQJf-TLL4kXZdRm4oKSgAtW7r781 tF 1 v4QRWHz7INvOzrC6 8 0 0 1.49-8 i 8-0-0 6-0-8 Scale = 1:23.6 4x4 = 1x4 II 2x4 II 3 4 5 5.0012 1x42 II 1 9 8 7 6 2x4 I I 3x4 % 1x4 II 1x4 II 1x4 II 8-0-0 14.0.8 8-0-0 6-0.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.27 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 Code FBC2007lrP12002 (Matrix) Weight: 57 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.3 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS All bearings 14-0-8. (lb) - Max Harz 1=303(LC 4) Max Uplift All uplift 100lb or less atjoint(s) 8 except 1=-117(LC 5), 6=-135(LC 4), 7=-304(LC 3), 9=-535(LC 5) Max Grav All reactions 250 lb or less at joint(s) 1, 6, 8 except 7=253(LC 1), 9=364(LC 1) FORCES (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-7=-211/333, 2-9=290/532 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. , j j1 1 11111111 /,,,' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EL S. by 2-0-0 fit 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 wide will �� G�P • • ,,o�� between the bottom chord and any other members. GE N '• � `SF •�••�Q 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 1=117, �� ��� 6=135, 7=304, 9=535. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. No 53681 LOAD CASE(S) Standard STATE 44/� /OF �. . G ,c / 0 N A- 0 FL Cert. 6634 January 27,2012 ® WARNING -Verify design jparwncters and RFAD NOTES ON THIS AM INCLUDED IMMKREPERENCE PAGR A91-7473 REPORB USE. R Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component.e Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown ■ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine ISP or Sp,) lumber is specified, the design values are those effective 06/0112012 by ALSC or proposed by SPIB, Job Truss Truss Type Qly Ply 22700-North American -Lees T4270480 22700 MV16 GABLE 1 1 Job Reference o lional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2D11 MiTek Industries, Inc. Fri Jan 27 10:16:46 2012 Page I D:e64c7ixGe2QMledr5E3ftjybQJf-xXvSxtZFC4CfycFNRDf4YMa7yRHj9v8RCnVwRSzrC6 i 12-0.0 I 16.0.8 r 12.0.0 4-0-8 44 = 2x4 Scale = 1:31.6 4 5 5.00 12 1x4 3 1x4 II 2 1 3x4 i 10 9 a 11 7 6 2x4 II 1x4 II 3x4 = 1x4 II 1x4 I 16-0-8 16-0.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.18 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 Code FBC20071TPI2002 (Matrix) Weight: 67 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.3 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 16-0-8. (lb) - Max Horz 1=469(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1 except 6=152(LC 4), 10=-376(LC 5), 8=405(LC 5), 7=-291(LC 4) Max Grav All reactions 250Ib or less atjoint(s) 1, 6 except 10=252(LC 1), 8=284(LC 1), 7=411(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-358/25, 2-3=251/27 WEBS 2-10=2111388, 3-8=228/435, 4-7=204/331 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. t1111111111111111 3) Gable requires continuous bottom chord bearing. " live loads. •v/,9 ��Ie� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ��� �P�!; ., in 3-6-0 tall by 2-0-0 wide will fit 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord all areas where a rectangle •• SF •••, /Q between the bottom chord and any other members, with BCDL = 5.Opsf. �� ��; �.� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1 except (jt=lb) 6=152, : (\j 0 5 3 681 ••' ' �+ 10=376, 8=405, 7=291. �(* * e 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ; w LOAD CASES Standard r :53; STATE )OF • �' •�� . G . 0 R '-'1, j0NA� E�% FL Cert. 6634� January 27,2012 ® WARNING - Vert, ftj design parmnetera and READ NOMS ON 7HISAM INCLUDED lI=KRBFERBNCB PAGBW1-7473 BEFORE USE. f Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component.• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-6? and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 181 N. Lee Street, Suite 312, Alexandria. VA 22314. If Southern Pine (SP or Spp) lumber is specified, the design values are those effective 01310112012 by ALSC or proposed by SPIB. Tampa, FL 33610.4115 Job Truss pe Qly Ply 22700-NorthAmerican-LeesT4270481 22700 PB01 7G11sLE 2 1 Job Reference (optional) East Coast Truss, Fart Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:47 2012 Page ID:e64c?ixGe2 QMledr5E3fljybQJf-PjSg9DatzOKWamgZ?xAJ4Z7HgrdtuLzaQREUzvzrC6 11-0-0 22-0-0 11-0-0 11-0-0 Scale = 1:35.7 4x4 = 4 5.00 12 1x4 1x4 II I 3 5 6 2 7 10 tjN I� d 3x4 = 10 9 8 3x4 = 1x4 II 5x5 = 1x4 II 22-0-0 22-0-0 Plate Offsets MY): : 9:0-2-8 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.18 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 77 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling,directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 22-0-0. (Ib) - Max Horz 1=125(LC 5) Max Uplift All uplift 100 Ito or less at joint(s) 9 except 1=-187(LC 1), 7=187(LC 1), 2=-632(LC 5), 10=-518(LC 5), 8=-518(LC 6), 6=-604(LC 6) Max Grav All reactions 2501b or less at joint(s) 9 except 1=362(LC 5), 7=313(LC 6), 2=426(LC 1), 10=356(LC 9). 8=356(LC 10), 6=426(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-250/87, 3-4=-64/253 WEBS 3-10=-295/545, 5-8=-295/545 NOTES 1) Unbalanced roof live loads have been considered for this design. 11111111111 �� 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end ,���L S A���/�o •v/� zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 000 •, �P• •, • 3) Truss designed for wind loads in the of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable ��\0 G E N G1/ plane \ G o0 End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. ♦ V SF ��•, �� 4) Gable requires continuous bottom chord bearing. - N 0 53681 5) Gable studs spaced at 4-0-0 oc. ��* ,' 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 mechanIce I connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=lb) 1=187, STATE A .' 7=187, 2=632, 10=518, 8=518, 6=604. C) 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. '. �, 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building 000� 0 R •' ��,�� designer. oS�0 LOAD CASE(S) Standard o�11111111111��, FL Cert. 6634� January 27,2012 AWARNING - Verify design pa�ctc and READ NOTES ON TAISAND INCLUDED 1MTEKREFERENCE PAGE MTI.7473 BEFORE USE, Design valid for use only with MOek connectors. This design Is based only upon parameters shown, and is for an individual building component.• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M iTe k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610.4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06101/2012 by ALSC or proposed by SPIB, Job Truss Truss Type Qty Ply 22700-North American -Lees T4270482 22700 PB02 GABLE 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:49 2012 Page ID:e64c7ixGe2QMledr5E3ftjybQJf-M6abZvc7V7bEp3 x6MCnA_CeFeJyMFgtulja2nzrC6 10-0-0 Scale = 1:36.2 4x4 = 44 = 4 5 5.00 12 1x4 II 1x4 II 3 6 7 2 8 1a 13N 1� O 3x4 = 13 12 11 10 9 3x4 = 1x4 1x4 II 3x4 = 1x4 II 1x4 II 22-0-0 22-D-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 80 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 Mi fek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS All bearings 22-0-0. (lb) - Max Horz 1=113(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 10 except 1=-122(LC 9), 8=122(LC 10), 2=481(1_C 5), 12=116(LC 5), 13=-465(LC 5), 9=465(LC 6), 7=-456(LC 6) Max Grav All reactions 250 Ito or less atjoint(s) 8, 12, 10 except 1=250(LC 5), 2=329(LC 9), 13=317(LC 1), 9=317(LC 1), 7=329(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-13=-262/490, 6-9=262/489 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ``i111111111/ face), Standard Industry Gable 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the see `�1 S. M,9 �I�, End Details as applicable, or consult qualified building designer as per ANSIITPI 1. e`� `'P�• ... 4) Provide adequate drainage to prevent water ponding. • (i E N S ' • �� �� ,�� �G , 5) Gable requires continuous bottom chord bearing. ; ' F•�•• �. 6) Gable studs spaced at 4-0-0 oc. No 53681 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e� 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 100 lb uplift at joint(s) 10 except Gt=lb) 1=122; .10 8=122, 2=481, 12=116, 13=465, 9=465, 7=456. r .53%i: STATE OF ZU Z 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building i� ,�' • �` / Q •' '• ,�' designer. �j (� 0 R \'Q• N A1- E00' LOAD CASE(S) Standard ��/Illlllllll� FL Cert. 6634 January 27,2012 ® WARNING - Vergj design parameters and READ NOTES ONTRISAND INCLUDED 1977EKREPERENCE PAGE lffl-7473 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown H11 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the �y� erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding p�T iTe k' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7FII Quality Criteria, DSB-8? and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 If Southern Pine (SP or SPp) lumber Is specified, the design values are those effective 061011202 by ALSC or proposed by SPiB. Job Truss pe Qty Ply 22700-North American-LeesT4270483 22700 PB03 FGAISLEY 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:51 2012 Page I D:e64c?ixGe2QMledr5E3ftjybQJf-IUiL_bd01 cry2N8KEnEFFPH?iS?fggXAL3Ch6gzrC6 8-0-0 14-0-0 1 _ 22-0-0 B-0-0 6-0.0 B-0.0 Scale = V36.2 4x4 = 1x4 II 4x4 = 4 5 B 5.00 12 1x4 II 1x4 II 7 N 3 8 2 9 1 I.1 d 3x4 = 14 13 12 11 10 3x4 = 1x4 II 1x4 5x5 = 1x4 I 1x4 22-0-0 22.0-0 Plate Offsets X Y : 12:0-2-8 0-3-0 LOADING (psi) SPACING 2-D-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.19 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n/a n/a 999 BOLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 79 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS All bearings 22-0-0. (lb) - Max Horz 1=90(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 9 except 2=178(1_C 5), 12=261(LC 3), 13=-174(LC 5), 11=158(LC 6), 8=-159(LC 6), 14=-376(LC 5), 10=-376(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 9, 2, 12, 13, 11, 8 except 14=252(LC 9), 10=252(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-12=180/275, 3-14=-212/397, 7-10=-212/397 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,I11111111111j� 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable S. ��j� End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. `�� �P�, ... ✓/,9 4) Provide adequate drainage to prevent water ponding. �G , ii E Ns ��� 5) Gable requires continuous bottom chord bearing. F•••, �_ 6) Gable studs spaced at 4-0-0 oc. N 0 53681 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. fits 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 between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 1, 9 except (jt=lb) 2=17$ 12=261, 13=174, 11=158, 8=159, 14=376, 10=376. i STATE F ((� •: 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 07 ' 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building �e • <`� /Q P ,• \_ designer. �j �s 0 R \ •, �? `1:1 LOAD CASE(S) Standard ��,5 N ACl00% 10 FL Cert. 6634 January 27,2012 ® WARNING - Verjfg design parwmetara and READ NOTES ON 7WIS AAm INCLUDED WMKREFERENCE FAGS MD-7473 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.• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the M iTe k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informalion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4116 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Job Truss pe City Ply 22700-North American-LeesT4270484 22700 PB04 FGABSLE 2 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:63 2012 Page ID:e64c7ixGe2QMledr5E3fljybQJf-Etg5PGfeZE5glhljLBHjKgNJaGhP 13iTpNhoBYzrC6 - 22-0-0 B 0 0 1, 10 6-0-0 10.0.0 6.0.0 Scale = 1:36.2 4x4 = 1x4 II 4x4 = 5.00 12 3 4 5 N 2 6 7 1 N I� d 3x4 = 10 9 8 3x4 = 1x4 I 5x5 = 1x4 22-0-0 22-0-0 Plate Offsets X Y : 9:0-2-8 0-3-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber increase 1,25 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 72 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatio ulde. REACTIONS All bearings 22-0-0. (lb) - Max Horz 1=66(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 1=-137(LC 9). 7=-137(LC 10), 2=556(1_C 5), 9=-450(LC 3), 10=273(LC 5), 8=265(1_C 4), 6=-543(LC 6) Max Grav All reactions 250lb or less atjoint(s) 7 except 1=273(LC 5), 2=356(LC 9), 9=355(LC 9), 10=288(LC 1), 8=288(LC 1), 6=356(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-9=-310/480, 3-10=-232/299, 5-8=-232/293 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 P�L S, ^ �� 3) Truss designed for wind loads in the of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable % plane • building designer as ANSI/TPI 1. `` • c�EN • �� �i� End Details as applicable, or consult qualified per ��,N0 ,. S • ••, 4) Provide adequate drainage to prevent water ponding.®� ,•� s 5) Gable requires continuous bottom chord bearing. No 53681� 6) Gable studs spaced at 4-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. v n 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 fife �5 between the bottom chord and any other members. a 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 1, 137 lb uplift at joint 7, STATE OF 556 lb u lift at'oint 2, 450 lb uplift atjoint 9, 273 lb uplift at'oint 10, 265 lb uplift at'oint 8 and 543 lb uplift at'oint 6. 0 071 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� ,�'., A` building i•. 0 \ D •' 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified R , �\ designer. i�`S�0 LOAD CASE(S) Standard �1,1#11J 111011t FL Cert. 6634 January 27,2012 ® WARNING - Verify dmiga paraarctcra and RE®D NO TE°S ON 77IIS ARID INCLUDED 1167"EKREFERENCE PAGE R6II�7473 EEPORE USE, Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown I�• Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M iTe k' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP a SPp) lumber is specified, the design values are those effective 061012012 by ALSC or proposed by SP18. Job Truss Truss Type QlyTPly22700-North American-LeesT4270485 22700 PB05 GABLE 21 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:55 2012 Page ID:e64c7ixGe2QMledr5E3ftjybQJf-AGxsgygu5rLNX R5TcJBPFSha3OemzimGhAvFRzrC6 12-' 4-0-0 i 14-0.0 i 4-0-0 i Scale = 1:35.2 5.00 12 4x4 1x4 II 1x4 I 1x4 I 4x4 = 3 4 5 B 7 8 2 9 1 N I� d 3x4 = 14 13 12 11 10 3x4 = 1x4 II 1.4 II 5x5 = 1x4 II 1x4 II 22-0-0 22-0-0 Plate Offsets X Y : 12:0-2-8 0-3-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 70 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 22-0-0, (lb)- Max Horz 1=43(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 9 except 2=263(LC 5), 12=-325(LC 4), 13=-293(LC 4), 11=293(LC 3), 8=254(LC 6), 14=-159(LC 5), 10=-152(LC 4) Max Grav All reactions 250lb or less at joint(s) 1, 9, 2, 13, 11, 8, 14, 10 except 12=267(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-12=224/350, 4-13=-203/314, 6-11=203/314 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ``I111111111 / j� Standard Industry Gable 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. �C , G E N,-- •' 5) Gable requires continuous bottom chord bearing. w, Q 6) Gable studs spaced at 4-0-0 oc, a N 0 53681 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. o f ' 20.Opsf the bottom in areas where a rectangle 3-6-0 tall by 2-0-0 wide will fits 8) This truss has been designed for a live load of on chord all between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9 except Qt=lb) 2=20 7�F 12=325, 13=293, 11=293, 8=254, 14=159, 10=152. design this truss. o� %• STATE F of • � 9 P 9 Y Y 9 � d� 10 "Semi -rigid itchbreaks including heels" Member end fixity model was used in the analysis and 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building �� ,�'.� A, i O P;,• \_ `�� designer. �I �S1 . 0 R �� , •' ,ems LOAD CASE(S) Standard "5 10 N A� FL Cert. 6634 January 27,2012 AWARNfNG-Vcrffif design paramcters andRE6D NO MS ON THIS AND IMLUDED WTEKREFERENCE PAGEJUT 7473 EEP0RE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. so Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the bMiTek' fabrication, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding farication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSO or proposed by SPIB. µ Job Truss Truss Type Qty Ply 22700-North American -Lees T4270486 22700 PB06 GABLE 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jan 27 10:16:57 2012 Page ID:e64c?ixGe2QMledr5E3ftjybQJf-7e3cFei8dSb5mlbUa1 LfUgX16l2NEtH2k?f?KKzrC6 0.0.0 2z-o 0 Z o p 16-0-0 2-0 0 Scale = 1:36.2 5.00 12 3x4 = 3x4 = 3x4 = 3 4 5 6 7 8 9 10 11 12 2 1 10 3x4 = 18 17 16 15 14 13 3x4 = 3x6 3x6 3x6 I 3x4 = 3x6 3x6 II 22-0-0 22-0-0 Plate Offsets KY): : 3:0-2-0 0-2-11 10:0-2-0 0-2-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) -0.01 12 n/a file BCDL 5.0 Code FBC2007rrP12002 (Matrix) Weight: 64 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 22-0-0. (lb) - Max Harz 1=19(LC 5) Max Uplift All uplift 100 Ito or less at joint(s) 1 except 12=-144(LC 6), 2=226(LC 3), 16=249(LC 4), 17=-223(LC 4), 18=-269(LC 3), 14=194(LC 3), 13=339(LC 4) Max Grav All reactions 250 lb or less atjoint(s) 1, 12, 2, 16, 17, 18, 14 except 13=292(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 7-16=170/264, 4-18=-186/289, 9-13=223/329 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=17ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,`I1111 1111j� Industry Gable 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard ,�� S. End Details as applicable, or consult qualified building designer as per ANSIITPI 1.... 4) Provide adequate drainage to prevent water ponding. E (, NS ' •. �� �� ,�� �G , • V '. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 3-0-0 oc. :' N 0 53681 r 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. a * ' * 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. o 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 12=14 2=226, 16=249, 17=223, 18=269, 14=194, 13=339. i 53.•'; S TAT E F IL/ �O 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. o 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building ie ,�'•, �` ! P;,•• _ �o �i < O • R •• designer. \��>� O N Ak- ,;,,`�%% LOAD CASE(S) Standard FL Cert. 6634 January 27,2012 ®WARMNG - Verify design panametena and RBAD NOTES ON INIS AND INCLUDED V=KRRPERENCB PAGE WI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indivldual building component.• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/11`I7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafeIf Southern Pine (SP orlSPp)flumber is lspecified, the design values are those effective 00 0112012 by ALSC or proposed by SPIB. Tampa, FL 33e10-4115 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X-bracing, is always required. See BCSI. TOP CHORDS /16' c1-2 c2-3 2. Truss bracing must be designed by an engineer. For individual lateral braces themselves 4 wide truss spacing, T I Q WEBS czq fy- m ,� Q 0 U ��� 3 O b may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never a- 0 stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7$ c6-7 css designer, erection supervisor, property owner and plates 0-'Ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. p THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content lumber shall not exceed 19% at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE [CC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 4 Width measured perpendicular ESR-131 1, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to x to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Southern Pine lumber designations are as follows: in all respects, equal to or better than that Indicated b symbol shown and/or y y SYP represents current/old values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS SPp represents SPIB proposed values as provided 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing in SPIB submittal to ALSC dated Sept 15, 2011 spacing indicated on design. if indicated. SP represents ALSC approved/new values with effective date of June 1, 2012 14. Bottom chords require lateral bracing at 10 ff. spacing, BEARING (2x4 No 2 and lower grades and smaller sizes), or less, if no ceiling is installed, unless otherwise noted. and all MSR/MEL grades 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 0 2012 MiTek® All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood TfUSS COnStfUCtlOn, and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIAPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 01/18/2012 Planning & Development Services Department Building & Code Regulations Division 2300 Virginia Avenue Fort Pierce, F L 34982 772-462-1553 Design Certification for Wind Load Compliance This Certification must be completed by the project design architect or engineer. This Ceti"fication must be sub►nitted in duplicate with all applications for building permits involving the consU'uction ofncvv residence (single or nitllti- family), residential addition, any accessory structure requiring a building permit, and any nonresidential stntcttire. This Certification shall not apply to interior renovations (provided that no exterior stntctural walls. columns or other coin poncnts are being affected) and certain other minor butldirl pennits. For further assistance, please contact the Building, Inspection Office at (772)462-1553 Proiect Natne Leeds Residence q.J OfficeU'e,•Ori1 Street Address Permit Number of S. Indian River Drive Occu ancy 1'v le Coils tntction T�'Jlc Certification Statement: I certify that, to the best of my knowledge and belief, these plans and specifications have been designed to comply with the applicable stntctural portion of the Building Codes currently adopted and enforced by St. Lucie County. I also certify that structural elements depicted on these plans provide adequate resistance to the wind loads and forces specified by current code provisions. Desion Parameters and Assumptions Used: (Please check or complete the appropriate box.) 1 Florida Building Code 20 07 Edition with 20 09 Supplements and ASC E 7 -05 2. Building Design is: Enclosed: Main Area Partially Enclosed: Open Building: Porches 3. Mean Roof Height: 147 Roof Pitch: 5112 Internal Pressure Coefficient: 1.18 4. Width of End Zone: 87 Wind Speed: 140 (3 sec. gust) 5. Building Classification Table 1-1. ASCE 7 II F B C Table 1604.5 II 6. Wind Exposure Classification: C Adjustment Factor for Exposure & Height: 1.21 7. Components & Cladding Wind Pressure on Roof Zone 117.3 0392 17.3049-s 3 24.6 094 PSF 8. Components & Cladding Wind Pressure on Wall Zone 436.3039.9 5 36.3044.4 PSF 9. Components & Cladding wind Pressure on Overhead Garage Door 46.8 051.3 PSF 10. Loads: Floor 40 PSF Roof/dead 10 PSF Roof/live 20 PSF 11. Shear Walls Considered for Structure? Yes X No (if No, attach explanation) 12. Continuous Load Path provided? Yes X No (if No, attach explanation) 13. Are Component and Cladding Details Provided? Yes X No (if No, attach explanation) 14. Minimum Soil Bearing Pressure: 1500 Presumptive: 1500 By Test: PSF As witnessed by my seal, I hereby certify that the information included with this certification is true and correct, to the best of my knowledge and belief. Name: Cert#: FL AR0008511 Design Firm: JohnM. Foster -Architect ' Date: Z 1 r SLCCDV Form#02000 SE Revised 2/27109 (C Q ° s�L 4'60PY Revised 6/11/2010 (IS) - FORM 1100A-08 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Performance Method A Project Name: NORTH AMERICAN RESOURCE Builder Name: Street: Permit Office: City, State, Zip: FT. PIERCE, FL, Permit Number: Owner: Jurisdiction: Design Location: FL, Fort Pierce 1. New construction or wdsting New (From Plans) 9. Wall Types (2193.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Ext Insul, Exterior R=4.0 1941.30 ft2 b. Concrete Block - Ext Insul, Exterior R=13.0 252.00 fF 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 1 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (3084.0 sqft.) Insulation Area 6. Conditioned floor area (ft2) 3084 a. Under Attic (Vented) R=30.0 3084.00 ft2 b. N/A R= ft2 7. Windows(479.0 sqft.). Description Area c. N/A R= ft2 a. U-Factor: Sgl, U=1.30 479.00 ft2 SHGC: SHGC=0.75 11. Ducts b. U-Factor: N/A ft2 a. Sup: Interior Ret: Interior AH: Interior Sup. R= 6, 202 ft2 SHGC: 12. Cooling systems (combined) c. U-Factor: N/A ft2 a. Central Unit Cap: 71.6 kBtu/hr SHGC: SEER: 14 d. U-Factor: N/A ft2 13. Heating systems (combined) SHGC: a. Electric Heat Pump Cap: 76.5 kBtu/hr e. U-Factor: N/A ft2 HSPF:8.88 " SHGC: 14. Hot water systems 8. Floor Types (3084.0 sqft.) Insulation Area a. Electric Cap: 40 gallons a. Slab -On -Grade Edge Insulation R=0.0 3084.00 ft2 EF: 0.92 b. N/A R= ft2 b. Conservation features c. NIA R= ft2 None 15. Credits CF, Pstat Total As -Built Modified Loads: 43.33 Glass/Floor Area: 0.155 PASS Total Baseline Loads: 51.43 1 hereby certify that the plans and specifications covered by Review of the plans and 4THE ST,q?, this calculation are in compliance with the Florida Energy specifications covered by this indicates 1+0� Code. calculation compliance with the Florida Energy Code. PREPARED BY. Before construction is completed a 'DATE: - - this building will be inspected for compliance with Section 553.908 O * + I hereby certify that this buil ing, as deb d, is in complia ce Florida Statutes. COD ' with the Florida Energy Co yyE� OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: FILE Ur4 r' 1/26/2012 12:50 PM EnergyGauge® USA - FlaRes2008 Page 1 of 5 PROJECT Title: NORTH AMERICAN RESOU Bedrooms: 1 Adress Type: Street Address • Building Type: FLAsBuilt Conditioned Area: 3084 Lot # Owner: Total Stories: 1 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 270 Street: Permit Office: Cross Ventilation: No County: ST. LUCIE COUNTY Jurisdiction: Whole House Fan: No City, State, Zip: FT. PIERCE, Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Fort Pierce FL_ST_LUCIE_CO_INTL 2 39 90 75 70 722 62 Low FLOORS # Floor Type Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 212 ft 0 3084 ft2 0 0 1 ROOF Roof Gable Roof Solar Deck V # Type Materials Area Area Color Absor. Tested Insul. Pitch 1 Gable or Shed Composition shingles 3250 ft2 512 ft2 Medium 0.77 N 0 18.4 deg ATTIC in) Area RBS IRCC V # Type Ventilation Vent Ratio (1 1 Full attic Vented 300 3084 ft2 N N CEILING # Ceiling Type R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) 30 3084 ft2 0.1 Wood WALLS Cavity Sheathing Framing Solar # Omt Adjacent To Wall Type R-Value Area R-Value Fraction Absor. 1 N=>W Exterior Concrete Block - Ext Insul 4 578.25 ft2 0 0 0.8 2 E=>N Exterior Concrete Block - Ext Insul 4 535 ft2 0 0 0.8 3 S=>E Exterior Concrete Block - Ext Insul 4 342 ft2 0 0 0.8 4 W=>S Exterior Concrete Block - Ext Insul 4 486 ft2 0 0 0.8 5 N=>W Exterior Concrete Block - Ext Insul 13 252 ft2 0 0 0.8 1/26/201212:50 PM EnergyGauge® USA - FlaRes2008 Page 2 of 5 DOORS # Omt Door Type Storms U-Value Area 1 S=>E Insulated None 0.39 21 ft' WINDOWS Orientation shown is the entered orientation (=>) changed to As Built rotated 270 degrees). Overhang # Omt Frame Panes NFRC U-Factor SHGC Storms Area Depth Separation Int Shade Screening 1 N=>W Metal Single (Tinted) Yes 1.3 0.75 N 20 ft' 10 ft 0 in 6 ft 0 in HERS 2006 None 2 N=>W Metal Single (Tinted) Yes 1.3 0.75 N 42.66666 10 ft 0 in 7 ft 0 in HERS 2006 None 3 N=>W Metal Single (Tinted) Yes 1.3 0.75 N 64 ft' 10 ft 0 in 7 ft 0 in HERS 2006 None 4 E=>N Metal Single (Tinted) Yes 1.3 0.75 N 15 ftz 2 ft 0 in 6 ft 0 in HERS 2006 None 5 E=>N Metal Single (Tinted) Yes 1.3 0.75 N 48 ftz 2 ft 0 in 7 ft 0 in HERS 2006 None 6 E=>N Metal Single (Tinted) Yes 1.3 0.75 N 128 ftz 10 ft 0 in 7 ft 0 in HERS 2006 None 7 S=>E Metal Single (Tinted) Yes 1.3 0.75 N 85.33333 10 ft 0 in 7 ft 0 in HERS 2006 None 8 W=>S Metal Single (Tinted) Yes 1.3 0.75 N 64 ftz 10 ft 0 in 7 ft 0 in HERS 2006 None 9 W=>S Metal Single (Tinted) Yes 1.3 0.75 N 12 ft' 2 ft 0 in 4 ft 0 in HERS 2006 None INFILTRATION & VENTING - Forced Ventilation - Run Time Fan Method SLA CFM 50 ACH 50 ELA EgLA Supply CFM Exhaust CFM Fraction Watts Default 0.00036 2912 7.08 159.9 300.7 0 cfm 0 cfm 0 0 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ducts 1 Central Unit None SEER: 14 18.6 kBtu/hr 558 cfm 0.7 sys#1 2 Central Unit None SEER: 14 53 kBtuthr 1590 cfm 0.7 sys#0 HEATING SYSTEM # System Type Subtype Efficiency Capacity Ducts 1 Electric Heat Pump None HSPF: 8.5 18.5 kBtu/hr sys#1 2 Electric Heat Pump None HSPF: 9 58 kBtu/hr sys#0 HOT WATER SYSTEM # System Type EF Cap Use SetPnt Conservation 1 Electric 0.92 40 gal 40 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ftz 1/26/2012 12:50 PM EnergyGauge® USA - FlaRes2008 Page 3 of 5 DUCTS / — Supply — — Return— Air Percent V # Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF 1 Interior 6 202 W Interior 20 ftz Default Leakage Interior (Default) (Default) % TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling Jan X� Jan Heating IX Feb 11 Feb [[X Mar [Xj Mar[X]Apr[X]May[X� rrX]] Apr rrX]] May [[X Jun Jun [[X Jul [X� Jul ((X Aug (X� Aug X Sep f X� Sep X Oct f X� Oct X Nov f X� Nov X Dec X Dec Venting X Jan l X Feb [X Mar [[[X Apr [[[X May [X Jun [X Jul [X Aug X Sep X Oct X Nov X Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 1/26/2012 12:50 PM EnergyGauge® USA - FlaRes2008 Page 4 of 5 FORM 1100A-08 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: PERMIT #: FT. PIERCE, FL, INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors N1106.AB.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls N1106.AB.1.2 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors N1106.AB.1.2 Penetrations/openings > 1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings N1106.AB.1.2 Between walls & ceilings; penetrations of ceiling plane to top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures N1106.AB.1.2 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC with < 2.0 cfm from conditioned space, tested. Multi -story Houses N1106.AB.1.2 Air barrier on perimeter of floor cavitybetween floors. Additional Infiltration reqts N1106.AB.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters N1112.AB.3 Comply with efficiency requirements in Table N1112.ABC.3 Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas N1112.AB.2.3 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Heat pump pool heaters shall have a minimum COP of 4.0. Shower heads N1112.AB.2.4 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems N1110.AB All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated and installed in accordance with the criteria of Section N1110.AB. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls N1107.AB.2 Separate readily accessible manual or automatic thermostat for each system. Insulation N1104.AB.1 Ceilings -Min. R-19. Common walls -frame R-11 or CBS R-3 both N1102.13.1.1 sides. Common ceiling & floors R-11. 1/26/201212:50 PM EnergyGauge® USA - FlaRes2008 Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) • DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 84 The lower the EnergyPerformance Index, the more efficient the home. FT. PIERCE, FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Ext Insul, Exterior R=4.0 1941.30 ft2 b. Concrete Block - Ext Insul, Exterior R=13.0 252.00 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 1 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types Insulation Area 6. Conditioned floor area (ft2) 3084 a. Under Attic (Vented) R=30.0 3084.00 ft2 b. N/A R= ft2 7. Windows`* Description Area c. N/A R= ft2 a. U-Factor: Sgl, U=1.30 479.00 ft2 SHGC: SHGC=0.75 11. Ducts b. U-Factor: N/A ft2 a. Sup: Interior Ret: Interior AH: Interior Sup. R= 6,202 ft2 SHGC: 12. Cooling systems (combined) c. U-Factor: N/A ft2 a. Central Unit Cap: 71.6 kBtu/hr SHGC: SEER: 14 d. U-Factor: N/A ft2 13. Heating systems (combined) SHGC: a. Electric Heat Pump Cap: 76.5 kBtu/hr e. U-Factor: N/A ft2 HSPF:8.88 SHGC: 14. Hot water systems 8. Floor Types Insulation Area a. Electric Cap: 40 gallons a. Slab -On -Grade Edge Insulation R=0.0 3084.00 ft2 EF: 0.92 b. N/A R= ff2 b. Conservation features c. N/A R= ft2 None 15. Credits CF, Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection.El a new EPL (splay Card will be completed based on installed CoVec,71,iant fBuilder Signature: �� Date: z- Address of New Home: 3 '�01 ►�,9► nyv A4"41 � 0. City/FL Zip: d�--r pjL��t y0�ZHE IX ST,gT�o�Ys+ *Note: The home's estimated Energy Performance Index is only available through the EnergyGauge USA - FlaRes2008 computer program. This is not a Building Energy Rating. If your Index is below 100, your home may qualify for incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at (321) 638-1492 or see the Energy Gauge web site at energygauge.com for information and a list of certified Raters. For information about Florida's Energy Efficiency Code for Building Construction, contact the Department of Community Affairs at (850) 487-1824. **Label required by Section 13-104.4.5 of the Florida Building Code, Building, or Section B2.1.1 of Appendix G of the Florida Building Code, Residential, if not DEFAULT. EnergyGauge® USA - FlaRes2008 Project Summary Date: ` -�- wrightsoft, AHU 1 By: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL34946 Phone: 772-4665799 Fax 772-466-6796 Email: QUICKCALCS@AOL.COM Project Information For. NORTH AMERICAN RESOURCE ST. LUCEI COUNTY, FL Notes: Weather Fort Pierce, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 62226 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 62226 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Cooling Area (ft2) 2349 2349 Volume (fts) 23366 23366 Air changes/hour 0.25 0.13 Equiv. AVF (cfm) 97 52 Heating Equipment Summary Make Rheem Trade RHEEM 15PJLSERIES Model 15PJ L60 AHRI ref no.3705191 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.5 HSPF 50500 Btuh @ 47*F 26 OF 1767 cfm 0.028 cfm/Btuh 0 in H2O Summer Design Conditions Outside db 90 OF Inside db 75 OF Design TD 15 OF Daily range Relative humidity L 50 % Moisture difference 61 gr/lb Sensible Cooling Equipment Load Sizing Structure 45450 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Equipment sensible load 43178 Btuh Latent Cooling Equipment Load Sizing Structure 3964 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 3964 Btuh Equipment total load 47142 Btuh Req. total capacity at 0.70 S HR 5.1 ton Cooling Equipment Summary Make Rheem Trade RHEEM 15PJLSERIES Cond 15PJL60 Coil RHKL-HM6024++RCSL-H*6024 AHRI ref no. 3705191 Efficiency 12.5 EER, 15 SEER Sensible cooling 37100 Btuh Latent cooling 15900 Btuh Total cooling 53000 Btuh Actual air flow 1767 cfm Air flow factor 0.039 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.92 Calculations approved by ACCA to meet all requirements of Manual J 26age 1 :29 * wrightSOft® RightSufte® Universal 8.0.21 RSU08101 ��� ...ckCalcslDocumentslWrightsoft HVAC\NORTHAMERICAN RESOURCE.rup Calc= M. root r, ces: _ , Project Summary Dat : ' -�- wrightsoft� AHU 2 By: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS@POL.COM Project• • For. NORTH AMERICAN RESOURCE ST. LUCEI COUNTY, FL Notes: Design Information Weather Fort Pierce, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 17513 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 17513 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heafing Cooling Area (ft2) 735 735 Volume (ft') 7035 7035 Air changes/hour 0.39 0.21 Equiv. AVF (cfm) 45 24 Heating Equipment Summary Make Rheem Trade RHEEM 14PJLSERIES Model 14PJ L18 AHRI ref no.3858422 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.2 HSPF 16500 Btuh @ 470F 24 OF 620 cfm 0.035 cfm/Btuh 0 in H2O Summer Design Conditions Outside db 90 OF Inside db 75 OF Design TD 15 OF Daily range Relative humidity L 50 % Moisture difference 61 gr/lb Sensible Cooling Equipment Load Sizing Structure 15592 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Equipment sensible load 14812 Btuh Latent Cooling Equipment Load Sizing Structure 1611 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 1611 Btuh Equipment total load 16423 Btuh Req. total capacity at 0.70 SHR 1.8 ton Cooling Equipment Summary Make Rheem Trade RHEEM 14PJLSERIES Cond 14PJL18 Coil RHLL-HM2417++RCSL-H*2417 AHRI ref no. 3858422 Efficiency 12.0 EER, 14 SEER Sensible cooling 13020 Btuh Latent cooling 5580 Btuh Total cooling 18600 Btuh Actual airflow 620 cfm Air flow factor 0.040 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.91 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl ht50ft® 2012-Jan-2612:09:29 9 RightSuite® Universal 8.0.21 RSU08101 Page 2 ... ckCalcMDocuments\Wrightsoft HVAC\NORTH AMERICAN RESOURCE. rup Calc=MJ8 Front Doorfaoes: wrightsoft° R' h - ® Worksheet Job: Date: By: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL34946 Phone: 772-466.6799 Fax 772-466-6796 Email: QUICKCALCS@AOL.COM 1 Room name AHU 1 BEDROOM 2 2 Exposed wall 147.0 ft 12.0 ft 3 Ceiling height 9.9 ft d 9.0 ft heat/cool 4 Room dimensions 22.0 x 12.0 ft 5 Room area 2349.0 ft2 264.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (W) Load number (Btuh/ft22F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 '° W. 13A-flocs 0.143 ' n 4.00 2.55 279 129 " 511 328 0 - 0 0 0 I--G lXclom, 1.270 n 0.00 0;00 '0 0 0 0 0: 0 0 0 9Aclomd. 1.270 n + _ . 35.56 17:90 150 . . , 0 " . 5334 .__ 2685 , :. 0 0 . 0 - 0 V�J 13A-4ocs 0.143 a 4.00 2.55 405 223 892 567 0 0 0 0 11 �G 1A-clam 1.270 a 35.56 91.12 15 0 533 1367 0 0 0 0 IA-c1omd 1.270 a 0.00 0.00 0 0 0 0 0 0 0 0 L_�C 1A71omd 1.270 a 35.56 3223 167 0 5950 5394 0 0 0 0 13A-flocs 0.143 s ' 4100 2.55 342 252 1009 642 ' , 0 ., 0 0 -0 1Aclomd'„ 1;270 s 35.5634.77 (39 69 2450 2396 A 0 0 0 11D0 .. 0;wl - s .. 10.92 11.31 21 . 21 229 `. 238 :' 0 '. ..0 `0 VJJ 13A-4ocs 0.143 w 4.00 2.55 297 238 953 606 108 82 326 207 �G 1A-clomd 1.270 w 35.56 32,23 53 0 1885 1708 27 0 942 854 �C 0. 0 0 0 ;p 12C.-0sw =:` ... ..:._ 0;091 w 2 ' ..28 252 252 642 , .2.55 0 ... :..'0 0 .. 0. C 161330ad 0.032 - 0.90 1.68 1419 1419 1271 2384 264 264 237 444 C "178Eal 0.105 2,94 457 1079 '.'' . 1079 3171 ° "' 4927 ` 0 ', ._ ; '0 0 .0 F , 20P-M 0.521 ."-.. 14.59 IC , 6.51 2349 2349 34267 15298 264 264 .3851 .,1719 6 c)PEDex:ursion 0 302 Envelope loss/gain 59250 39326 5356 3525 12 a) Infiltration 2976 854 243 70 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 9 2070 0 0 Appliances/other 3200 0 Subtotal (lines 6 to 13) 62226 45450 5599 3596 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 139 79 14 Subtotal 62226 4545 0 5738 3674 15 Duct loads 0% 0% 0 0 -0% 0% 0 0 Total room load 622W 454M 5738 3674 Air required (cfm) 1767 1767 163 143 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. Wri htsoft' 2012Jan-2612:09:29 A 9 RightSuite® Universal 8.0.21 RSU08101 Page 1 ...ckCalcs\DocumentslWrightsoft HVACINORTHAMERICAN RESOURCE. rup Calc= MJ8 Front Doorfaces: wrightsoft, Right-M Worksheet Job: AHU I Date: By: QUICK CALCS, INC. 317 ST LUCIE LN., FT. PIERCE, FL34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS@AOL.COM 1 Room name BATH Rooms 2 Exposed wall 6.0 ft 0 ft 3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 13.0 x 6.0 ft 3.0 x 6.0 ft 5 Room area 78.0 ft' 18.0 ft2 Ty Construction U-value Or HTM Area (ft) Load Area (ftz) Load number (Btuh/ft7-F) or perimeter (ft) (Otuh) or perimeter (ft) (13tuh) Heat Cool Gross NIP/S Heat Cool Gross N/P/S Heat C00I 6 'V "A 06 - 255 C) 0 �0 I 1 �70 n ..OW 156 - : -- - , O'IM 0 0'. 0 .-G,r,'lA om 1270 ..,.n I " - 1Z.90 0 �-,;O 0 Vh 13A-4ocs 0.143 e 4.00 2.55 0 0 0 0 0 0 0 0 11 IA-clorn 1.270 e 35.56 91.12 0 0 0 0 0 0 0 0 IA-clomd 1.270 e 0.00 0.00 0 0 0 0 0 0 0 0 1A-c1omd 1.270 e 35.56 32.23 0 0 0 0 0 0 0 0 13A flocs -Md 1Aclo 143 1�6 77; 0 011 0 6, 0� 0 ....... "0 . .... .. . 0. b 0 0 ''0 a 10.92 3 'u, '0 �O 0 0 0 T�13A-4ocs IA-clomd 0.143 1.270 w w 4.00 35.56 2.55 32.23 54 0 48 0 192 0 122 0 0 0 0 0 0 0 0 0 I D-c2om 0.870 w 24.36 77.43 6 0 1.46, 0. 0 0 P 2' 26 9 b .0 9 '0 C 1613-30ad 0.032 0.90 1.68 78 78 70 131 18 18 16 30 it " 17 _-0.1 r 05 .. 1 4 , - .1.11 0 :0 0-, F 20P-0t 0.521 14.59 6.51 78 78 4 1138 508 18 18 263 117 W, J J J "El 4 % 6 c) AED excursion 181 -4 Envelope loss/gain 1546 1407 279 143 12 a) Infiltration 121 35 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1668 1442 279 143 Less external load 0 01 0 0 Less transfer 0 0 0 0 Redistribution 0 0 208 118 14 Subtotal 1668 1442 1 487 261 15 Duct loads -F -00/0 00/0 0 0 . 0'6 0 0 Total room load 1668 14421 1 1 F 261 Air required (cfm) 47 56 14 10 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2012-Jan-26 12:09:29 A+ wrilghtSoft' Right -Suit,@) Universal 8.0.21 RSU08101 Page 2 -4C'Ck ...&Cales0ocumentsWrightsoft HVAC\NORTH AMERICAN RESOURCE.rup Cale= MJ8 Front Doorfaces. - wrightsoft° A Right- ® Worksheet Job: H Date: By: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS@PAL.COM 1 Room name BEDROOM 3 UTILITY 2 Exposed wall 15.0 ft 0 ft 3 Ceiling height 9.0 ft heat/cool 9.0 ft heat1cool 4 Room dimensions 16.0 x 15.0 ft 8.0 x 10.0 ft 5 Room area 240.0 ft2 80.0 ft' Ty Construction U-value Or HTM Area (ft') Load Area (ft-) Load number (Btuh/ftmF) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Stuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 13A-4ocs 0.143 n 4.00 2.65 0 0 0 0 0. 0 0 0 1A-clom 1.270 n 0.00 .0.00 0.. 0 0 0 0 0. 0 0 C 1A-clomd 1.270 :n 35.56 17.90 0 0 _0 0 0 0' 0 0 13A-4ocs 0.143 a 4.00 2.55 0 0 0 0 0 0 0 0 11 1A-clom 1.270 a 35.56 91.12 0 0 0 0 0 0 0 0 N IA-c1omd 1.270 a 0.00 0.00 0 0 0 0 0 0 0 0 IA-clomd 1.270 a 35.56 32.23 0 0 0 0 0 0 0 0 13A-4ocs 0.143, s 4.0D 2.55 0' 0 :`0 0 0 0 0 0 IA-clomd 1.270 s 35.56 ., 34.77 0 6 0 0 0 0 0 0 '11DO = 0.390-, s 10.92 • 11.31 • 0' 0.. - 0: 0 0.. 0, .0 0 V1J 13A-4ocs 0.143 w 4.00 2.55 135 109 434 276 0 0 0 0 1Aclomd 1.270 w 35.56 32.23 27 0 942 654 0 0 0 0 lF_-�G, 1Dc2om 0.870 w 24.36 77.43 0 0 _0 0 0. 0 0„ 0 P 12C-Osw 0.091 - 2:55 1.2B 144: 144 . 367 185 72 72 .183. 92 C 16B 30ad 0.032 - 0.90 1.68 240 240 215 403 80 80 72 134 C 1713-Gal 0.105 - Z94 4.57 0 0 0 D 0 0- _ " 0 0 F 2013-0t 0.521 - 14.59 6.51 240 - 240 3501 1563 80 80 1167 521 6 c) AED e)cursion 299 -22 Envelope loss/gain 5460 3581 14221 726 12 a) Infiltration 304 87 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 5763 3668 1422 725 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 173 98 277 157 14 Subtotal 5937 3766 1699 883 15 Duct loads -00/0 00/0 0 0 -0% 00/0 0 0 Total room load 1 5937 3766 1 1699 Sm Air required (cfm) 169 146 481 34 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. Wri htsOft- 2012-Jan-2612:09:29 9 RightSuite® Universal 8.0.21 RSU08101 Page 3 MCA ...ckCalcs\Documents\Wrightsoft HVAC\NORTHAMERICAN RESOURCE.rup Calc= MJ8 Front Door faces: -t wrightsoft° Right-J® Worksheet Job: AHU 9 Date: By: QUICK CALCS, INC. 317 ST. LUGE LN., FT. PIERCE, FL34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QU ICKCA LCS@AOL.COM 1 Room name PWDR PANTRY 2 Exposed wall O ft O ft 3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 5.0 x 6.0 ft 6.0 x 6.0 ft 5 Room area 30.0 ftz 36.0 ftz Ty Construction U-value Or HTM Area (ft) Load Area (ft-) Load number (Btuh/ft2-°F) (Btuh/ftz) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross NIP/S Heat Cool 6 W 13AAocs 0.143 n 4.00 2.55 0 0 0 0 0 0 0 0 LG IA-clom 1.270 n 0.00 6.00 0 0 0 0 0 0. 6 0 C� 1A-clomd 1.270 n 35.56 17.90 0 0- 0 0 0 0 0 0. 13AAocs 0.143 a 4.00 255 0 0 0 0 0 0 0 0 11 IA-clom 1.270 a 35.56 91.12 0 0 0 0 0 0 0 0 N 1A-clomd 1.270 a 0.00 0.00 0 0 0 0 0 0 0 0 1A-clomd 1.270 a 35.56 3223 0 0 0 0 0 0 0 0 W 13A-4ocs ' 0.143 s 4.00 2.55 _ 0 0 0 0 0 0 0 0 LID D 1A-clom8'. 1.270 s 35.56 34:77 0: 0 ,0 0 0 0 0 0 11DO ... _ - 0.390 s 10.92 11.31 .0 0 0.. 0 0 0 _ .0 0 13A-4ocs 0.143 w 4.00 2.55 0 0 0 0 0 0 0 0 I-G IA-clomd 1.270 w 35.56 3223 0 0 0 0 0 0 0 0 �G 1Dc2om 0.870 w 24.36 77.43 0 0 „0 , 0 0 0 0 ,• 0 P 12C-0sw _ .- , 0.091 - 2.55 ,. 1.28 , 0 . 0 0 0 0 0 0 D C 1613-30ad 0.032 - 0.90 1.68 30 30 27 50 36 36 32 60 C 17Mal 0.105 - 2:94 4.57 0_ 0 0 0' 0 _ 0- -. 0 0 F 20P-Ot 0.521 - 14.59 6.51 30 30 , 438 195 36 .36 525 234 6 c) AED e)cursion -7 -9 Envelope loss/gain 465 238 557 286 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 465 238 557 286 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 381 216 208 118 14 Subtotal 846 454 765 404 15 Duct loads -0% 0% 0 0 -0% 00/0 0 0 Total room load 846 454 765 716 Air required (cfm) 24 18 22 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. Wrl IItSOft" 2012-Jan-26 12:09:29 9 RlghtSuite@ Universal 8.0.21 RSU08101 Page 4 �� ... ckCalcslDocumentslWrightsoft WAMNORTH AM E RICAN RESOURCE. rup Calc= MJ8 Front Doorfaces: -1- wrightsoft6 Right-J® Worksheet Job: AHU 1 Date: By: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUIO(CALCS@POL.COM 1 Room name KITCHEN DINING 2 Exposed wall 0 ft 14.0 ft 3 Ceiling height 11.1 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 1.0 x 232.0 ft 14.0 x 14.0 ft 5 Room area 232.0 ft2 196.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuh/ftZ-°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 13A-0oos.._ 0.143 h 4.00 - 2.55 0, -0 0. 0 0 0 0 0 IA-c1om -'1.270 n- 0.00 0.00 "0 0 .0 0 0 0 0 0 � [---G IA-clomd 1.270 n 35.56 17.90 0 0 0 0 0 0- 0 0 13A-4ocs 0.143 a 4.00 2.55 0 0 0 0 0 0 0 0 11 1A-clom 1.270 a 35.56 91.12 0 0 0 0 0 0 0 0 1A-clomd 1.270 a 0.00 0.00 0 0 0 0 0 0 0 0 1A-c1omd 1.270 a 35.56 32.23 0 0 0 0 0 0 0 0 W 13A-flocs.. 0.143 . s 4.00 2.55 0 0 0 0 126 89 356 ' 290 I----G 1A�1omd 1.270 1.390 s 35.56 35.56 34.77 0 0 0 0 37 37 - 1319 1290 1A-c s _ 1.1.31 0 0 0, . 0 0 0 : c0 :. 0 yJ 13A-4ocs 0.143 w 4.00 2.55 0 0 0 0 0 0 0 0 1A-c1omd 1.270 w 35.56 32.23 0 0 0 0 0 0 0 0 ID-c2om 0.870 w 24.36 77.43 0 0 0 0 0 0 0 0 P 12C-0sw 0:091 - 2.55 1.28 0 . 0 0 0 _ 36 36 ' _ 92 46. C 16B-3Wd 0.032 - 0.90 1.68 24 24 22 40 196 196 176 329 C. 1713-0al ' 0.105 - 2.94 4.57 241' , 241 709 1102 0 0- 0 0 F 20P-0t 0.521 - 14.59 6.51 232 232 . 3384 1511 196 196 2859 , , 1276 6 c) PED excursion -166 183 Envelope loss/gain 4115 2488 48021 3351 12 a) Infiltration 0 0 283 81 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 4 920 0 0 Appliances/other 2000 0 Subtotal (lines 6 to 13) 4115 5408 5085 3433 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 450 255 485 275 14 Subtotal 4566 5663 5570 3708 15 Duct loads -0% 0% 0 0 -0% 00/0 0 0 Total room load 4566 5663 1 5570 3708 Air required (cfm) 130 220 158 144 Calculations approved bvACCAto meet all requirements of Manual J 8th Ed. _2012Jan-2612:09:29 wri htsoft' Right -Suite® Universal 8.0.21 RSU08101 Page 5 �� ... ckCalcs\Documents\Wrightsoft HVAC\NORTH AMERICAN RESOURCE. rup Calc= MJ8 Front Doorfacex - wrightsoft° �Rig� � ® Worksheet Job: N Date: By: QUICK CALCS, INC. a 317 ST. LUCIE LN., FT. PIERCE, FL34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS@PAL.COM 1 Room name FOYER BEDROOM 4 2 Exposed wall 6.0 ft 32.0 ft 3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 1.0 x . 90.0 ft 1.0 x 233.0 ft 5 Room area 90.0 ftz 233.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuh/ftk-°F) (Btuh/ftz) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 13A-4ocs 0.143 n 4.00 ! 2.55 0 0 0 0 0 0• 0 0 1A-c1om 1.270 n 0.00 0.00 0 0 0 0 0 0 D 0 1A-c1omd . 1.270 n 35.56 17:90. 0 0 0 0 0 6 0 0 1/J 13A-0ocs 0.143 a 4.00 2.55 0 0 0 0 125 'I'll 444 283 11 I-C 1Aclom 1.270 a 35.56 91.12 0 0 0 0 15 0 533 1367 IL-�G 1A-c1omd 1.270 a 0.00 0.00 0 0 0 0 0 0 0 0 IA-c1omd 1.270 a 35.56 32.23 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 4.00 2.55. 54 33 132 84 162 130: 521 331 G 1A-c1omd 1.270 s " 35.56 34.77 0 0 '0 0 32 32 1131 1106 L-D 11D0 A.M. s .10.92: : 11.31! 21 21 229 238 0 6 : 0 0 W, 13A-4ocs 0.143 w 4.00 2.55 0 0 0 0 0 0 0 0 IA-c1omd 1.270 w 35.56 32.23 0 0 0 0 0 0 0 0 I; -GC 1 Dc2om 0.870 w 24.36 77.43 0 0 0 0 0 0 0 0 P 12C-0sw 0.091 - 2.55 _ 1.28 .0 .. - 0 0 0 0 0, -_ 0 0. C 1613-00ad 0.032 - 0.90 1.68 90 90 81 151 233 233 209 391 C 17B-&I 0.105 - 2.94 4.57 .. 0 0 .. 0 0 0 -. 0 0'- 0 F 20P-M 0.521 - 14.59 6.51 90 90. _ 1313 586 233 233 3399 - 1517 6 c) AED wcursion S2 -154 Envelope loss/gain 1755 1026 6238 4842 12 a) Infiltration 121 35 648 186 b) Room ventilation 0 0 0 0 13 Irrtemal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1876 1061 6BB6 5027 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 208 118 0 0 14 Subtotal 2034 1179 6886 5027 15 Duct loads -0% 00/0 0 0 -0% 00/0 0 0 17 Total room load 1 7 2084 1179 j 1 6886 5027 Air required (cfm) 59 46 195 195 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wri htsoit' 2012,Jan-2612:09:29 9 Right -Suite® Universal 8.0.21 RSU08101 Page 6 •�� ... ckCaics\Documents\Wdghtsoft HVAC\NORTH AMERICAN RESOURCE. rup Calc= MJ8 Front Doorfaces: wrightsofte A gU 1 ® Worksheet Job: A Date: By: QUICK CALCS, INC. 317 ST. LUGE LN., FT. PIERCE, FL34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS@PAL.COM 1 Room name LIVINGAREA HALL 2 Exposed wall 62.0 ft 0 ft 3 Ceiling height 11.3 ft heat/cool 9.9 ft heat/cool 4 Room dimensions 1.0 x 688.0 ft 1.0 x 164.0 ft 5 Room area 688.0 ftz 164.0 ftz Ty Construction U-value Or HTM Area (ft) Load Area (ft2) Load number (Btuh/ft;°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W, 13A-4ocs 0.143 n, 4.00 265 279 , 129 617 328 0 0 0 0. IA-clom " ' 1.270 n 0.00 ` 0:00 A 0 0' 0 0' 0 0 0 IA-c1omd 1.270 n 35.56 17.90 150 0 5334 2685 0 0 • _:• 0 6 VV��JJ 13A-4ocs 0.143 a 4.00 2.55 279 112 447 284 0 0 0 0 11 1Aclom 1.270 a 35.56 91.12 0 0 0 0 0 0 0 0 IA-clomd 1.270 a 0.00 0.00 0 0 0 0 0 0 0 0 ll-_GG 1A-clomd 1.270 a 35.56 32.23 167 0 5950 5394 0 0 0 0 1/ 13A-4ocs 0.143 s 4.00 2:55 0. 0 0. 0 0 0 0 0 1--G 1A-clomd. 1.270 s 35.56 34:37 0:, 0 0 0 0 0. 0 0 t D 11DO 0r390. s 70:92 _ _` .11.31• . 0 . 0 ... 0, . `" 0 0 0 0 0 V�I 13A-4ocs 0.143 w 4.00 2.55 0 0 0 0 0 0 0 0 1Aclomd 1.270 w 35.56 32.23 0 0 0 0 0 0 0 0 1 D-c2om 0.870 w 24.36 77.43 0 0 0 0 0 0 0 0 P 12C-0sw 0.091 - Z55 1.28 0_ 0 0 0 0 0 _. 0 0 C 16B30ad 0.032 - 0.90 1.68 31 31 28 52 99 99 89 166 C. 17BSal 0105 - 2.94 4.57, `.762 . 762 2240 3480 75 75 222' 344 F 20P.4A 0.521 - 14.59 6.51 688 688 1.0037 4481 164 164 2392 1068 6 c) AED wcursion -524 47 Envelope loss/gain 24553 16181 2703 1532 12 a) Infiltration 1255 360 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 0 0 Appliances/other 1200 0 Subtotal (lines 6 to 13) 25808 18891 2703 1532 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 173 98 -2703 -1532 14 Subtotal 25981 18989 0 0 15 Duct loads -0% 0% 0 0 -0% 0% 0 0 Total room load 25981 18989 0 0 Air required (cfm) 738 738 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri ht6oft" 2012-Jan-2612:09:29 .� 9 Right -Suite® Universal 8.0.21 RSU08101 Page 7 ...ckCalcs\Documents\Wrightsoft HVACINORTHAMERICAN RESOURCE.rup Calc= MJ8 Front Doorfaces: - wrightsofr Rigght-J® Worksheet Job: AHU 2 Date: By: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL34946 Phone: 772-466.6799 Fax 772-466-6796 Email: QUIO<CALCS@POL.COM 1 Room name AHU 2 MASTER BEDROOM 2 Exposed wall 65.0 ft 33.0 ft 3 Ceiling height 9.6 ft d 10.0 ft heat/000l 4 Room dimensions 20.0 x 21.0 ft 5 Room area 735.0 ft2 420.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuh/ft;°F) (Btuh/ftz) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 13A-4ocs 0.143 n 4.00 2-55 269 279 1111 710 200 180:. 721 458 -:G E-G 1A-clom 1.270 n 35.56 34.77 20 0 711 695 20 0' 711 695 IA-clomd 1.270 n 0.00 0.00 0 0 0: 0 0 0_ 0. 0 13A-0ocs 0.143 a 4.00 2-55 130 82 328 209 130 82 328 209 11 1A-clom 1.270 a 0.00 0.00 0 0 0 0 0 0 0 0 1A-clomd 1.270 a 35.56 82-01 48 0 1707 3936 48 0 1707 3936 1Aclom'd 1.270 a 0.00 0.00 0 0 0 0 0 0 0 0 Vr m 4ocs: 0.143 s 0.00 0.00 0 0 0 0: 0 0 0'. 0 j ,1Acl omd 1.270 s 0.00 0.00 0 0 0 0 '-. 0 0 0 0 0.390 s 0:00' a00 _ 0 0 . .'0' .. 0' 0 0 0. 0 -D:'11D0. VJJ 13A-4ocs 0.143 w 4.00 255 189 183 733 466 0 0 0 0 -CGI 1A-clomd 1.270 w 0.00 0.00 0 0 0 0 0 0 0 0 I�- 1 Dc2om 0.870 w 24.36 77.43 6 0 146 465 0 0 0 0 P ' 12C-0sw 0.091 . - _ 0.00 0;00 0 0 0 0 0 % ; _ 0 0' C 161330ad 0,032 - 0.90 1.68 735 735 659 1235 420 420 376 706 C 17B-6al 0.105, - 0.00 0.00 0 0 . 0 _: " 0 6 `_ 0 --420 0 0 F 20P-M 0.521 - 1.4.59 6..51 735 735 10722 4787 420 - 420 6127 2735 6 c) AED excursion 0 -132 Envelope loss/gain 16123 12503 9970 8607 12 a) Infiltration 1390 399 742 213 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 3 690 3 690 Appliances/other 2000 20M Subtotal (lines 6 to 13) 17513 15592 10713 11510 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 17513 15592 10713 11510 15 Duct loads 00/0 0% 0 0 -0% 0% 0 0 Total room load 17513 15592 10713 11510 Air required (cfm) 620 620 379 458 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. _ Wri htSOft" 2012-Jan-2612:09:29 9 RightSuite® Universal 8.0.21 RSU08101 Page 8 �� ... ckCalcs\Documents\Wrightsoft HVAC\NORTHAMERICAN RESOURCE. rup Calc= MJ8 Front Doorfaces: wrightsoft, Right-M Worksheet Job: AHU 2 Date: By: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL34946 Phone: 772-466-6799 Fax 772-4668796 Email: QUICKCALCS@PAL.COM 1 Room name M. BATH TLT. 2 Exposed wall 15.0 ft 11.0 ft 3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 11.0 x 15.0 ft 5.0 x 6.0 ft 5 Room area 165.0 ft2 30.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuh/ft2-°F) (13tuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W. 13A-flocs 0.143 "n 4.00 2.55 .0 0 0 0 45 45 180 115 �--G 1A-clom 1.270 n 35.56 34.77 0 0 0 0 0. 0 0 0 G :1Aclomd 1.270 :n 0.00.- 0:00' .. 0 0 -0 0 0 0- 0 6 UU��11 13A-4ocs 0.143 a 4.00 2.55 0 0 0 0 0 0 0 0 11 {-G IA-c1om 1.270 a 0.00 0.00 0 0 0 0 0 0 0 0 IA-c1omd 1.270 a 35.56 82.01 0 0 0 0 0 0 0 0 II- GG IA-clomd 1.270 a 0.00 0.00 0 0 0 0 0 0 0 0 j 13A4ocs 0.143 s 0.00 0.00 0 0 0 0 0 0 0 0 I-G 1A-clomd 1,770 s 0.00 0.00 0- 0 0 0 0 0 0 0. t--D 11D0 .0.390 s 0.00- .-. 0:00 0 0 0. 0 0' .` 0 0 - . 0 VIJ 13A4ocs 0.143 w 4.00 2.55 135 129 517 328 54 54 216 137 ;LAC 1A-clomd 1.270 w 0.00 0.00 0 0 0 0 0 0 0 0 1 Dc2om 0.870 w 24.36 77.43 6 0 146 465 0 0 0 0 P 12C-0sw'- 0.091 - 0.00 _ 0.00 0 0 0 0 0' 0 0 0 C 16B.'i0ad 0.032 - 0.90 1.6B 165 165 148 277 30 30 27 50 C 1713Sal ' -0.105 - 0.00 0:00 0- 0 0 0 .0 0 .' 0 _' 0 F - 20P-0t 0.521 -, 14.59 6.51 165 165. 2407 1075 30 30 438 195 6 c) AED excursion 170 -12 Envelope loss/gain 3218 23151 861 485 12 a) Infiltration 304 87 223 64 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 3521 2402 1084 549 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3521 2402 1084 549 15 Duct loads -00/0 00/0 0 0 -0% 0% 01 0 Total loom load 3521 2402 1084 549 Air required (cfm) 125 96 38 22 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. lri htsOft' 2012-Jan-2612:09:29 W -A 9 RightSuite® Universal 8.0.21 RSU08101 Page 9 ...ckCalcs\Documents\Wdghtsoft HVAC\NORTH AMERICAN RESOURCE. rup Calc=MJ8 Front Doorfaces: - wrightsoftm ARU 2 ® Worksheet Job: Date: By: QUICK CALCS, INC. 317 ST. LUGE LN., FT. PIERCE, FL34946 Phone: 772-466.6799 Fax 772466-6796 Email: QUICKCALCS@AOL.COM 1 Room name CLST. WIC 2 F_xposed wall 6.0 ft 0 ft 3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/000l 4 Room dimensions 6.0 x 6.0 ft 1.0 x 84.0 ft 5 Room area 36.0 ftz 84.0 ft= Ty Construction U-value Or HTM Area (ft) Load Area (ft� Load number (Btuh/ft;°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 'W 13A-4ocs 0.149 6 4.00 2.55 54 54 216 137 0, 0 0 0 1A-c1om 1.270 n 35.56 34,77 0 0. 0 .0 0 0 0. 0 r-[--G -G 1Ac1omd- , .1.270 .n 1.0.00 0.00' ..' 0 0. 0 . '0 - -; 0 0 - 0 _ 0 VVV���lll 13A-4ocs 0.143 a 4.00 2.55 0 0 0 0 0 0 0 0 11 1A-c1om 1.270 a 0.00 0.00 0 0 0 0 0 0 0 0 1A-c1omd 1.270 a 35.56 82-01 0 0 0 0 0 0 0 0 1A-c1omd 1.270 a 0.00 0.00 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 0.00 0.00 0 0` 0 0" 0 0 0 0 1Aclomd' 1.270 s" 0.00 0.00 0 0 ,0, 0 0 0, 0 0 '11D0- 0.390 .,a 0.00" 0:00 . .: 0 . °, - 0 0 ._ . a0.. ° 0 -.`. 0 ' ' O .. ' 0 . �I 13A4ocs 0.143 w 4.00 2.55 0 0 0 0 0 0 0 0 {-G 1A-c1omd 1.270 w 0.00 0.00 0 0 0 0 0 0 0 0 L-G 1 D-c2om 0.870 w 24.36 77.43 0 0 -0 0 0 0 0 0 P _ 12C-0sw . 0:091 -° a00 .. 0.00 0 ,,.. 0 .0: 0 •,0 0 _ 0 .. - 0 C 16B-30ad 0.032 - 0.90 1.68 36 36 32 60 84 84 75 -D..-. 141 C.. 17B6a1 0:105';`.- 0.00 ,; .0.00 0 0 ".0 W. 0 0, 0, 0 F 20P-M 0.521 - 14.59 6.51 36 36. 525 234 - 84 84 1225 " _ 547 6 c) AE D ecursion -10 -15 Envelope loss/gain 774 422 1301 673 12 a) Infiltration 121 35 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 895 457 1301 673 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 895 457 1301 673 15 Duct loads -0% 0% 0 0 -0% 00/0 0 0 Total room load 895 457 1301 673 Air required (cfm) 32 18 46127 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wri htsofY 2012-Jan-2612:09:29 9 RightSuite® Universal 8.0.21 RSU08101 Page 10 ...ckCalcs\Documents\Wdghtsoft HVAC\NORTHAMERICAN RESOURCE.rup Calc= MJ8 Front Door faces: STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM SITE EVALUATION AND SYSTEM SPECIFICATION APPLICANT: Mark Lee CONTRACTOR / AGENT: LOT: North American Resource Group BLOCK: APPLICATION # AP1052623 PERMIT # 56-SF-1378471 DOCUMENT # SES58441 SUBDIVISION: Indian River Estates ID#: TO BE COMPLETED BY 'ENGINEER, HEALTH DEPARTMENT EMPLOYEE, OR OTHER QUALIFIED PERSON. ENGINEERS MUST PROVIDE REGISTRATION NUMBER AND SIGN AND SEAL EACH PAGE OF SUBMITTAL. COMPLETE ALL ITEMS. PROPERTY SIZE CONFORMS TO SITE PLAN: [X]YES [ ]NO NET USABLE AREA AVAILABLE: 4.50 ACRES TOTAL ESTIMATED SEWAGE FLOW: 400 GALLONS PER DAY [ RESIDENCES-TAHLEI / OTHER -TABLE 2 ] AUTHORIZED SEWAGE FLOW: 6750.00 GALLONS PER DAY [ 1500 GPD/ACRE OR 2500 GPD/ACRE ] _.UNOBSTRUCTED AREA AVAILABLE: 5000.00 SQFT UNOBSTRUCTED AREA REQUIRED: 800.00 SQFT BENCHMARK/REFERENCE POINT LOCATION: East side of road on the north P/L ELEVATION OF PROPOSED SYSTEM SITE 9.00 [ INCHES / PEI] [ABOVE / BELOW ] BENCHMARK/REFERENCE POINT THE MINIMUM SETBACK WHICH CAN BE MAINTAINED FROM THE PROPOSED SYSTEM TO THE FOLLOWING FEATURES SURFACE WATER: 100 FT DITCHES/SWALES: 15 FT NORMALLY WET: [ ]YES [X]NO • WELLS: PUBLIC: n/a FT LIMITED USE: n/a FT PRIVATE: 75 FT NON -POTABLE: 50 FT BUILDING FOUNDATIONS: 5 FT PROPERTY LINES: 5 FT POTABLE WATER LINES: 10 FT SITE SUBJECT TO FREQUENT FLOODING? [ ]YES [X]NO 10 YEAR FLOODING? [ ]YES [X]NO] 10 YEAR FLOOD ELEVATION FOR SITE: FT [ MSL / NGVD ] SITE ELEVATION: FT ( MSL / NGVD SOIL PROFILE INFORMATION SITE 1 SOIL PROFILE INFORMATION RITE 2 USDA SOIL SERIES:St. Lucie sand Munsell #/Color Texture Depth 10YR 7/2 Fine Sand 0 To 22 10YR 6/1 Fine Sand 22 To 34 1 OYR 7/2 Fine Sand 34 To 44 10YR 7/1 Fine Sand 44 To 72 USDA SOIL SERIES:St. Lucie sand Munsell #/Color Texture Depth 10YR 7/2 Fine Sand 0 To 22 1 OYR 6/1 Fine Sand 22 To 34 10YR 7/2 Fine Sand 34 To 44 10YR 7/1 Fine Sand 44 To 72 OBSERVED WATER TABLE: 72.00 INCHES [ ABOVE / BELOW ] EXISTING GRADE TYPE: [ PERCHED / APPARENT ] ESTIMATED WET SEASON WATER TABLE ELEVATION: 72' INCHES ( ABOVE / BELOW ] EXISTING GRADE HIGH WATER TABLE VEGETATION: [ ]YES [X]NO; .. MOTTLING: [ ]YES [X]NO DEPTH:.. INCHES SOIL TEXTURE/LOADING RATE FOR SYSTEM SIZING: Fine Sand/0.60 DEPTH`OF..EXC_AVATION: INCHES DRAINFIELD CONFIGURATION: [ ] TRENCH [XI BED [ ] OTHER (SPECIFY) REMARKS/ADDITIONAL CRITERIA SITE EVALUATED BY: DATE: Hanson, John (Title: Environmental Specialist II) (St Lucie County Environmental Health) -DH 4015, 08/09 (Obsoletes previous editions which may not be used) Incorporated: 64E-6.001, PAC 12/08/2011 Page 3 of 4 AP1052623 EID1378471 v 1.0.2 STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND.DISPOSAL SYSTEM CONSTRUCTION PERMIT CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: Mark Lee PROPERTY ADDRESS: LOT: PROPERTY ID #: 3701 S Indian River Dr Fort Pierce, FL 34982 BLOCK: SUBDIVISION: Indian River Estates PERMIT #:56-SF-1378471 APPLICATION #:AP1052623 DATE PAID: FEE PAID: RECEIPT #• DOCUMENT #: PR861912 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER 64E-6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. `���,`;rSSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL,' E, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. ;SYSTEM DESIGN AND SPECIFICATIONS T [ 1,050 ] GALLONS / GPD Septic CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ ] D [ 667 ] SQUARE FEET SYSTEM R [ ] SQUARE FEET N/A SYSTEM A TYPE SYSTEM: [x] STANDARD [ ] FILLED [ ] MOUND [ ] I CONFIGURATION: [ ] TRENCH [x] BED [ ] N F LOCATION OF BENCHMARK: East side of road on the north P/L I ELEVATION OF PROPOSED SYSTEM SITE [ 9.00 ][INCHES FT [ABOVE BELOW] BENCHMARK/REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ 7.00 ][INCHES FT [ABOVE BELOW] BENCHMARK/REFERENCE POINT L D I 0 T H E R 'ILL ezWUIHEll: L U.UU J INCHES EXCAVATION REQUIRED: [ ] INCHES The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with s. 64E-6.013(3)(f), FAC. Bottom of drainfield to be no more than 30 inches bleow existing grade when using inflitrator units. No more than 18 inches of fill can cover the drainfield. BY: John C Hanson TITLE: Environmental Specialist II APPROVED BY: TITLE: Environmental Specialist II St. Lucie CHD John C Hanson DATE ISSUED: 12/20/2011 EXPIRATION DATE: 06/20/2013 DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC Page 1 of 3 v 1.1.4 AP1052623 SES58441 STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: Mark Lee PROPERTY ADDRESS: 3701 S Indian River Dr Fort Pierce, FL 34982 LOT: BLOCK: SUBDIVISION: PROPERTY ID #: PERMIT #:56-SF-1378471 APPLICATION #:AP1052623 DATE PAID: FEE PAID: RECEIPT #: DOCUMENT #: PR861912 Indian River Estates [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER 64E-6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE , APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND T [ 1,050 l GALLONS / GPD Septic CAPACITY y A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ ] D [ 667 ] SQUARE FEET SYSTEM -R-[--- I-SQUARE-FEET------N/l-- ---SYSTEM ------ -- ----- ----- -- A TYPE SYSTEM: [x] STANDARD [ ] FILLED (] MOUND [ ] I CONFIGURATION: [ ] TRENCH [xl BED [ ] N F LOCATION OF BENCHMARK: East side of road on the north P/L I ELEVATION OF PROPOSED SYSTEM SITE [ 9.00 ][INCHES FT I ABOVE BELOW] BENCHMARK/REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE • [ 7.00 ][INCHES FT [ABOVE BELOW] BENCHMARK/REFERENCE POINT L D F O T H E R '1LL REuU.LREU: L U.UUJ 114CMES EXCAVATION REQUIRED: L ] INCHES The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with s. 64E-6.013(3)(0, FAC. Bottom of drainfield to be no more than 30 inches bleow existing grade when using inflitrator units. No more than 18 inches of fill can cover the drainfield. SPECIFICATIONS BY: John C Hanson TITLE: Environmental Specialist II APPROVED BY: TITLE: Environmental Specialist II St. Lucie CHD John C Hanson DATE ISSUED: 12/20/2011 EXPIRATION DATE: 06/20/2013 DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC Page 1 of 3 v 1.1.4 AP1052623 SESS8441 STATE OF FLORIDA PERMIT # . DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM SITE EVALUATION AND SYSTEM SPECIFICATIONS APPLICANT: A fAGENT:j' LOT: BLOCK: �'� SUBDIVISION: � tn e,P -n PROPERTY ID #: [Section/Township/Parcel No. or Tax ID Number] TO BE COMPLETED BY ENGINEER, HEALTH DEPARTEMENT EMPLOYEE,OR OTHER QUALIFIED PERSON. ENGINNEERS MUST PROVIDE REGISTRATION NUMBER AND SIGN AND SEAL EACH PAGE OF SUBMITTAL. COMPLETE ALL ITEMS. PROPERTY SIZE CONFORMS TO SITE PLAN: [ ] YES [ ] NO NET USABLE AREA AVAILABLE: ACRES TOTAL ESTIMATED SEWAGE FLOW: GALLONS PER DAY [RESIDENCES -TABLE 1/OTHER-TABLE21 AUTHORIZED SEWAGE FLOW: GALLONS PER DAY [1500 GPD/ACRE OR 2500 GPD/ACRE] UNOBSTRUCTED AREA AVAILABLE: SQFT UNOBSTRUCTED AREA REQUIRED: SQFT BENCHMARK/REFERENCE POINT LOCATION: her. VVA PAWS *11Q3 c CLe 601% ELEVATION OF PROPOSED SYSTEM SITE IS 9.49 [INCHES/A= [ 0 i POINT 'THE MINIMUM SETBACK WHICH CAN BE MAINTAINED FROM THE PROPOSED SYSTEM TO THE FOLLOWING FEAT S SURFACE WATER: FT DITCHES/SWALES: FT NORMALLY WET? [ ] YES [)NO WELLS: PUBLIC: FT LIMITED USE: FT PRIVATE: FT NON -POTABLE: FT BUILDING FOUNDATIONS: FT PROPERTY LINES: FT POTABLE WATER LINES: FT SITE SUBJECT TO FREQUENT FLOODING: [ ] YES [ ] NO 10 YEAR FLOODING? [ ] YES [ ] NO 10 YEAR FLOOD ELEVATION FOR SITE: .FT MSL/NGVD SITE ELEVATION: FT MSL/NGVD SOIL PROFILE INFORMATION S1Tz 1 MUNSELL #/COLOR TEXTURE DEPTH TO TO TO TO TO TO TO TO TO USDA SOIL SERIES: SOIL PROFILE INFORMATION•S1TS Z MUNSELL #/COLOR TEXTURE DEPTH TO TO USDA SOIL SERIES: TO TO TO TO TO TO TO OBSERVED WATER TABLE,: INCHES [ABOVE / BELOW] EXISTING GRADE. TYPE:[PERCHED / APPARENT] ESTIMATED WET SEASON WATER TABLE ELEVATION: INCHES [ABOVE / BELOW] EXISTING GRADE HIGH WATER TABLE VEGETATION: [ ] YES [ ] NO MOTTLING: [ ] YES [ ] NO DEPTH: INCHES SOIL TEXTURE/LOADING RATE FOR SYSTEM SIZING: DEPTH OF EXCAVATION:. INCHES DRAINFIELD CONFIGURATION: [ ] TRENCH [ ] BED [ ] OTHER (SPECIFY) REMARKS/ADDITIONAL CRITERIA: SITE EVALUATED BY: DATE: DH 4015, 08/09 (Obsoletes previous editions which may not be used) Incorporated: 64E-6.001, FAC Page 3 of 4 STATE OF FLORIDA'- PERMIT NOti_ g DEPARTMENT OF $EALTH DATE PAID: ONSITE SEWAGE TREATXWT AND DISPOSILL FEE PAID: SYSTEM RECEIPT 11: APPLICATION FOR CONSTRUCTION PERMIT ,PPLICATION FOR: ?( New System ( ] Existing System ( ] Holding Tank ( ] Innovative ] Repair Abandonment ( ] Temporary ( ] ►PPLICANT: ►GEDiT: n/0/���t l OU/LC�G /2d� L., — TELzpHoNE: " 3 !AILING ADDRESS: ! S-q 5 til PC 9c�- CO BE COMPLETED BY APPLICANT OR APPLICANT S AUTHORIZED AGENT. SYSTEMS MUST HE C014STRUCTED 3Y A PERSON LICENSED PURSUANT To 489.105(3)(m) OR 499.552, FLORIDA STATUTES. XT 13 THE %PPLYCANT'S RESPONSIBILITY TO PROVIDE AOCLB4ENTATION OF THE DATE THE LOT WAS CREATED OR PLATTED (MM/DC/YY) IF REQUESTING CONSIDERATION OF STATUTORY GRANDFATHER PROVISIONS_ PROPERTY INFORMATION LOT: BLOCK. '�~ SUBDXVISION: P 9✓I fee.- 2G -3s-�0 PLATTED: PROPERTY ID #: ZONING: I/M OR EQUIVALENT: [ Y / N I PROPERTY SIZE: g,1_q ACRES WATER SUPPLY: [6/J PRIVATE PUBLIC'[ ]<=2000GPD [ 1>2000GPD IS SEWER AVA13ABLE AS PER 381.0055, FS? ( Y /01 DI6TANCE TO SEWER: FT PROPERTY ADDR10S : + /Vo 10--Xj (Zl(TL DIRECTIONS TO PROPERTY, /V�,�f27�! l� BUILDING INF013MTION ( L4-1ESIDENTYAL [ ) c0bbmACIAL Unit Type of No. of Building Commercial/Institutional System Deeign No Bstdbli®hment BQdreoms Area Sqft Table 1, Chapter 64E-6, FAC I e e- -4 91 2 4 S IGmiTVRE : DH 4015, 10/91 (Previous 8ditions Be Used) page 1 of 4 12/17/2011 13:48 7724680789 it ` PERMIT APPLICATION TO CONSTRUCT, REPAIR, MODIFY, OR ABANDON A WELL . St. Luelo CWVRhDepaftment This form must bo pomploted by tt» Environmeflfal liso t -WOW Programs 0MIRW well contractor for approval 515o NW m*lw Drive Pat St. Luds, FL 34963 prior to well c0netruCtIM PAGE 01 We" Permit OSTDS Perrltit Fee Amount: Data Paid: CUP/WUP #: owr ►_ i By ors 1pofyx V o r,l pvfw� Ki re4 . 4 AR e-, 14A=4- �f L, ''t �10 ► P►�a�e No. City! .................... 0 ..........i........1 /1... ..��.Z...--.yy.................................................,................................................................................. 5• PROPOSED WELL: t_I Repincemant ❑ Abandonmw ❑ Repair ❑ Other: .....................1............... ......................................................1....1...........l........,......._....................../..f....1...,......1.1.1..1......... 6. WELL TYt''Lr; - lr gf* Fancily Drinking ❑ Single Family "atlen ❑ DOH Public Drinking (>Dupfw c 15 Service ConnecbonWServas Isla than 25 peopled or SusinM doer} not omaume.water) . WUP Required ❑ DEP Public [Mrjdng (� 15 Sendae connadgns or Swm 25 people or mors) . WUP Required 0 Comma*hi irr(gatton -wuP Req*w ❑ MonRor- cW other (Explain): .. .............................�............... �..,..�.,..'���.................................. I....................................... ............................. ........ ` T. SITE 19 ON.- ❑ SEWER ASEPTIC PROPOSED DISTANCE TO CLQSfi9rSEFTlC �• CIJPMIup: Is a Water U50 Permit (WUP) require¢? S O (it YES WUP must be attached) ` • CONSTR1=014 METHOD: tart' Cable Tool ❑ Other (Explain): DEC 2 0 Oil GROI mna METHOD: tmtonits ❑ Cement Explain):DEPARTMER 11. WM CoNsrauCTION: ❑PVC EjBlk-8tW Galvanbzed ❑ o� 1 Z................ CASING DIAMETER ($IZE) 1C„ '� �. E8TIMATED: TOTAL DEPTH SCREEN INTERVAL FROM '4 d IM 0 ................ ........ - ...,..................................:...............................:......................I......... . 14. PERMIT CONDITIONS: *CprAM f- LW& Counft Real4 p"artmirit :e1 CHM LM day h Ma Intllatlrtn {)fiilrQ or abandonment aoagdons and provide the driger name, er_.s Cp,d_1fM On IMMIC!M dlnaft U hours prior to dMna s_q nub11c difM ptfmttt rttx+�+b•r, and estinated VW* ddlhp or abandonment will OeQle =n_ ----- - water wel : if comiructitln does not occur Ind SLCHD is rM MOW and an SLC14D Inspectorv1sib the site on or after the es*nnW tens, a refnspec fee will be PoOMsed. ♦ and shave the proposed WON locadon and distpnces to onsits buildlrfg sbu4'084s property skies, all ors16e and nelghbaing septic systems andlar sewer tbfss ar sewer systams, and eN other aWicsNO 906a ks per Florida Statutes soil Florida Administrative Code. ........... ....... ................ ............ :............ ................... ............................... .5. WELL CONTRJMrTQR PERMIT AGREEMENT: 1 h6 ft asrtty 0 al I wa cam* wlri the appIM M fulm of TRW 40, Rode A*F*fArative Cede. and tint a wow use ptun♦or arg11ds1 mamMe pw W. if needre, *Abs ditkvW Oft t0 oommenownent ar►r4tl egnWuctionf I ayp aAaaY Uri al setbacks referav�ced In RuM 4trl3, f�o►Wa AdminiiVatlN Code (F. C 84p�, PAC, and ftbSA� FA$ veil the r faln1Pkwd. If above sstbedo canndt be mtfttdebmd a y8fW e ,ppioNpf wfl be Ip0W fW&W oWmW prior to dd ft 1 f1rr W try Wet afl IW0=fbn Pmv tit hie eppinr.soA 16and Cult I wW obWn nW-a$Wy apptov�l.ftan ottw f dCs# state;, o►tacaf . aaua"Wds. welt eompww repwta must be submifhd Io: the.Ai d One mt► dN a 190 days �Ite�d� ti t or to pamdt 4npitett L wfl#eriibK cootaa f . I . w stgnahue of wo conbaow LICWW No. ........................................... ............ I.............. OWNERIAGENT PERMIT AGREEMENT: I ce.Hy 0 1 em un owner of ft ompedy Imt the inranr-Ohm � provided is atxuraoe.ftrd ttyi l am awstr of rtri nspptlt+�WdcsundE. Ctraow 373. FkwWa Statutes, to mWn4dn or pRWdy WmK den "a wee• or, I d** dW I am the agent Ior the p+w . that ttr Inionnabe proMed Is s=rsta. and thel I have aftn ed"e.eiw of Hs rsspons�fltlya a, s1a . Owner oonswds Io pww" of IN 06H b iris weM shR or A%ntS Signature ' Date ...................................DO NOT WRITE I�ELOW THt8 LINE - FOR OFFICIAL USE ONLY.........................................., THIS ta6RtltT 13 NOT VALID UNTIL PROPIRLY SIGNED BY AUTHORLUD OFFICER OR RFPREWITATTVE OF THE ST. LUCIE CotmrT HEAI TH DI'�ARTN1feMT. Pem*APP oved BY, p Issue Data: IMAM Dfatanae b clo6Kt sePlic system or 89+rer it _ _ _ Wel ConshkMon meowd: — — — -- — — _ _ Otaut Wfarlsi: Inspectors emallwts: �„� gy; Date: 9KifN1Tl#IE �:ILCHO Rev 711 07 SUPERVISOR REVIEW: )200. 5ZJ4' ar -A %ok AM f„I7* 1 4• , 2 12X5= BEC d SEWOECOIRMH 104 ENVIRONMENT HEALTH DIVISION �p 42.1- N90VO'00'wW 754.03'l INCLUDED iov (LW macwry L^v*) 12/17/2011 13.48 7724680799 11 : PERMIT APPLICATION TO CONSTRUCT, REPAIR, MODIFY, OR ABANDON A WELL y ' St. LUCf9 Cdunty Fiiaith Department This form must be completed by the Environmerfal Health— Water ftgeama cetUfled wall contractor for approval 6150 NW MAN Ohre Part SL Luds, FL 34983 Prior to wan construction. Phone: 0721034431 Fax:(772) 873.4893 PAGE 02 Well Permit tt J � 3A OSTDS Permit Fee Amount: Date Paid: CUP/WUP 0: 7. o.a s�►►p� .4�rt �` aaarea. ?i�"/rt/�i y r dale .� Pno�e No� 3 71 ..................... Y......... .......,................. ...6.................. ......... ............................................. ......:..................................• $• PROPOSED WELL: ❑ Navy ❑ Rrplacemen# i4tiandort+m�tt �Repak. 0 Other ....................1...............................................................i...............................................................................................1.......... 8• WELL TYPE: 0SInglo Family Drinking ❑ Single Family irrigation ❑ DON Pulgle Drinking (TOuptew c 4 Servile ConnecuonarSery ►ess Man 25 people! or 9usineas does not consume WOW) - WUP Required DEP PUINNC Drltnldna (? 15 Service Cann lw*w Or Serves 25 POO* of mare) - WUP Requlmd Commertial IrrIaMm . WUt' R 0 Monitor- c"y 0 Other (Explain); u....q.a.......... .f..•...... .......►4...... .....••.♦0...........r..............................«..•.................................................. • . .....,.• HH. �. SITE 13 OW ❑ SEWER SEPTIC PROPOSED DisTANCE TO CLOSEST SEPTIC OR PUBLIC SEW UNR* ON • CUPfWUip: Is a Water' Use Permit (WUP) required? 0 YES 1�R0 (if YES WUP must be atte ` • CONSTRUCTION METHOD: L...I Rotary � CC a Tod Other (Explain): N Y GROUTIN13 METHOD: ❑Qantonite 2Cement El Other (Explain): 1. WELL. COM$TRUCTION: [] PVC ❑ i31k-St8d ❑ G*vanlzed El Other (Explain} �,�11[I� [0 INTY HEALTH DEPARTMENT CA>3lNa DIAMff'E�R {S�Ej: �t 13. ESTIMATED: TOTAL DEPTH SCRE04 tNTtERUVR �-H�itT�tDNISJON .i i7i«..d..:........n««..0....u«..•...........T.i..«............««.......:.........uu.....................��•ti«.�«....:.«««....•......•«...«.......•i2IRS'�.a..........i►... 14. PERMIT OONDITiONS;"Ing at abandonmod avers and provide Me driller ram+, wig bo or aMUM wtsd an inmsctor dire * 24 hours wf to dMI1t!a i� tilts I drlrt permit number. and esfYtitnsd tkn+ driiup trarKianmcatt gM► wmtw wWIz , a o3nsbuctlbn does not occur and SLCHD is not notified and an SLCHD inspector riSits the sloe an of after the dv*MdSd time, s MIA$P i tell WIN be wlsesstd. • and show fhb P od well location and disbooe9 to oral* budding stnxaures, property Inin, all onelfs and neI*► wdN seplla syjtw* "Or Leeway Hna ar sewpralyetertw, and aN Other appitaabie seftcM per Florida StahAm and FlarMa Admhlistratlw Code. .•r ....... «...........«««... 4. • .. -....N..««...««.«...........«..«...«.r...........•............................................................... 1 S. WELL cowrRACTOR PERMIT AGREEMENT: OW14EPJACEW PERMIT AGREEMENT; I ruby w* got f vrx oompy %m ow upoicobia ndes of This b, FbAft 1Gdrnir10mslivs Colt. end Md ; I lardy Rrel I am MN owner of ** wwaty. %9 Ire it r 490 a isater U" pwn* a ytlif W .tw_gis Mnot. Ir needed. will be obtd tad pftr W Coromenotynerrt of w09 ' provkled is mckov s, and uwt I a.n aware of my nwparaAM" under ,.}�rrsbu:Boe. (also crWy Ind of sedwks refem w wed in Rub;0". Raridei Adi iNtIn w Coda (M). , C vpttr 3". Flridt oStsMa. tar M*t9br err Mpsdy afa won Oft ttAG 0, FAC, end 6S-3T7, FAC. w1 be naa►tlrrrrf fl alLolrs 9etbarhs allot be msYtithNd t+Mdanas wet or. I dvdly rapt 1 rn em agent for dry cwrw, that to Wonna4on ?W mtipn .m be wpwd far and owhied ploy b &AnoL t fu,#-w car* tfrd as kWwm*dnnprovided do .ffmidbd is wtumfe. And Ihat I have WbmW *0 ~ff of Ms tide sppk"M h soeWref errd bet 1 wiU dCdn neww" APPa al fnam ~ f waL dt!R arbod rsspdraib 0" as stared t?iYfMr consent to prsoratel Of the owwwrsrtb. Weawn pbtlan npwb mur.t be submlte,d to the f1Nlb'`rs and"d wiWn . 00M or, b Utt wtl gilt. I diyt lsr�rt�lbtyortlHCPomrK.tiNdriteY+racourrJ6it� '- i t't,? 'dq Sivahrre Of was Conhactor License No.. Dab Gwnels AyAnts Slgnahlre Date ................... ..•,,...,.......... DO NOT WRITS: BELOW THIS LINK — FOR OFFICIAL USE ONLY............................... ........ THIS PFAUfr IS NOT VALID UNTIL. PWIFILY 8000 BY AUT"CMWO OFFICpA OR REMIJENTAMI OIF THE ST. LUCIE COUNTY HEALTH DWARrIVIENT. PennH Approved fly: h jC Issue Dabs: Z y Ofatatwe to efos0it se¢tl0 system Of sewer Line Well Conwtwdlorl Method Grout MaWW: ........ Inspactom f:am tr: 1 Approved Or. omit st.CHD Rev 7I13r07 srow►TUalt SUPERVISOR REVIEW; I /1200, m P OS�D mu a NG !{fLL S8 4 g n g (1t7 BE ANDONED) / Sm r \ 8I PR . it125r31' /N ;4U AREA "• BEC 2 o Z01� 606 10 � H d SEME(OUNT1►H DI�11R�M91i I \ � � ENVIRONS HEALTH QIViSIQN dg 5 N90i70'00"W 754.03' Jose INCLUDED ^o \Sn c E; o ;OVERNMENT LOT 4 s' ax r�eAi/r ON PRa-ERrY LINE*) John M. Foster - Architect Member - American Institute of Architects - LEED AP February 12, 2012 11205 Ridge Ave. Fort Pierce, Florida 34982 Florida Reg. No. 8511 - Maryland Reg. No. 15963 Direct Call No. (772) 370-9464 SLC Residential Permit Review - #1112-0222 3701 South Indian River Drive Plans Examiner Review 1) Corrected Survey attached. 2) See revised area notation on Cover Sheet. 3) Importance factor on Cover Sheet has been revised to 1.21, Exposure "C". See attached SLC Windload forms. 4) Design Pressures checked and those listed are appropriate for Exposure "C". 5) Product Review Affidavit on Cover Sheet revised to include FUNOA #'s for each product. 6) Cover Sheet and all other references to wind speed -exposure have been revised to indicate 140 mph, Exposure "C". 7) Weathering & Termite Area information per FBC R301.2(1) added to Cover Sheet. 8) See Note on Cover Sheet indicating D/W wall & ceiling FSR < 15, Smoke = 0. 9) Information relating to flame spread, smoke generated and critical radiant flux of the Fiberglas insulation has been added to Cover Sheet. 10) Energy Code forms revised & attached. 11) See revised/resubmitted signed & sealed Architectural Plans. 12) See attached original Truss cut -sheets. 13) Signed & sealed Truss Manufacturer drawings w/ Architect's "Shop Drawing Review" attached. 14) See revised Affidavit block on Cover sheet w/ FUNOA #'s. 15) See Glass Block Details added to Sheet 0 16) See "Attic Vent Calc." per FBC R806.1, .2 & .4 on Sheet A-6. 17) See revised Sheets A-3, A-5, M-1 & E-1 indicating type & locations of propane equipment. 18) See revised Sheet E-1 indicating AHU's in attic, not Utility. 19) See revised FBC Energy Code & Manual J, supplied HVAC systems shall be min. SEER = 14.0.added to plan. 20) Smoke detectors added to Electrical Plan ion E-1. 21) Location of dryer vent noted on Sheets A-3, M-1 & E-1. Metallic dryer box & duct to be installed per Notes on Sheet A-5. 22) Gas schematic riser added to Sheet A-5. Zoning Review 1) Sub Agreements attached. 2) See revised Survey. 3) Finish Floor elevation added to Survey. 4) Attached copies of revised Plans are all signed and impression sealed by the Architect. 5) Driveway Permit applied for and is pending. 6) Not used in SLC Commentary. 7) Cover Sheet revised to Match Plan Sheets. Client Revisions 1) Minor changes to trim -out details. 2) Propane appliances: range, clothes dryer, tankless water heater, 50 gallon upright water heater. See added gas Riser on Sheet A-5. 3) Revise domestic water supply system from copper to "PEV proprietary flexible tubing system with individual fixture "home runs" to distribution manifold. See Cover Sheet. 4) HVAC system SEER revised to 14.0. See Sheet M-1. Thank you again for your assistance in this matter. Sincerely Jo n M. Fo er -Architect