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W MiTek" TO PERFORM." I�r RW: 69876 - Groza --Datilio c ..Site Information: C , stomer Info: Groza Builders, Inc. L ,'/Block: A dress: n/a Ci '� : St. Lucie Th Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIR Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third -party lumber design values. ' V�ANNRO /?j:ZR ( to mow _ , ,&V�,t, MiTek Industries, Inc. 6904 Parke East Blvd. Project Name: Datilio Model: Tampa, FL 33610-4115 Subdivision: State: FL Address and License # of Structural Engineer of Record, If there is one, for the building. License #: State: !ral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special ing Conditions): 1n Code: FBC2007/TP12002 Design Program: MiTek 20/20 7.1 Code: ASCE 7-05 Wind Speed: 140 mph Load: 37.0 psf )ackage includes 33 individual, dated Truss Design Drawings and 0 Additional Drawings. my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet rms to 61 G15-31 003 section 5 of the Florida Board of Professional Engineers Rules. No. AT3961285- Seal# Truss Name I Date No. Seal# Truss Name 1 Date 1 lAl 12/29/01 18 IT3961302 I GRC 12/29/01 2 T3961286 I A 12/29/01 19 IT3961303 I GRD 12/29/01 3 T3961287 IBI 12/29/01 20 IT3961304 I GRE 12/29/01 4 T3961288 IB2 12/29/01 21 IT3961305 1A 12/29/01 5 , 3961289 JB3 12/29/01 22 IT3961306 JJ3 12/29/01 6 13961290 1134 12/29/01 d 23 IT3961307 IJ5 12/29/01 7 1 T3961291 1135 12/29/01 24 IT3961308 JR 12/29/01 8 339611292 1136 12/29/01 25 IT3961309 IJU 12/29/01 9 1 f3961293 1137 12/29/01 26 1 T3961310 1 KJ3 12/29/01 10 13961294 1 B 12/29/01 27 IT3961311 I KJ7 12/29/01 11 3961295 BA 12/29/01 28 I T3961312 I KJA 12/29/01 12 M8961296 IC1 12/29/01 29 1 T3961313. I KJB 12/29/01 113 IR961297 I C2 112/29/010 30 1 T3961314_ I KJC 1 12/29/01 d 14 IT�961298 IC3 12/29/01 d 31 1 T3961315 I MV2 12/29/01 15 T 961299 I C 12/29/01 d 32 1 T3961316 I MV4 12/29/01 16 T .961300 I GRA 112/29/01 d 33 1 T3961317 I MV6 12/29/01 17 IT'961301 IGRB 12/29/01 The truss 4 rawing(s) referenced above have been prepared by MiTek Industries,, nc. under my direct supervision based on the parameters provided b Chambers -Truss. Truss Deign Engineer's Name: ORegan, Philip My licens `Irenewal date for the state of Florida is February 28, 2011. 140TE: Th, seal on these drawings indicate acceptance of professio lal engineering responsibility solely for the truss compone is shown. The suitability and use of this component for any pa , icular building is the responsibility of the building designer, „er ANSI/TPI-1 Sec. 2. HARVE E.KOEHNEN Profession i 1 Engineer 32831 7206 i ly--e Circle Port St. Lu 88 3035 fax FL (772) �4 r- 40 t(V [4 No 581 �! .0 ' STATE OF Z .'�`•' :off p�Q:•'���.` F• 0.R1, N EEC? % 111111110 FL Cert. 6634 December 29,2010 ORegan, Philip 1 of 1 Job Truss Truss Type Oty Ply Groza - Datilio T3961285 6987 Al COMMON 2 1 { Job Reference (optional) Cha "bers Truss Inc., Fort Pierce FI. 34982 6-11-2 10-0-0 13-0-13 7.140 s Oct 12009 MiTek Industries, Inc. Wed Dec 29 08:16:31 2010 Page 1 19-1-0 i 1-0-0 6-11-2 3-0-14 3-0-13 6-0-2 K Scale=1:34.3 4x4 M1120 = l I 4 2x3 M1120'O 5.o0 12 2x3 Ml120,i 3 5 I 3x8 M1120 I I 6 2 0 Io o I 8 3x5 M1120 % 7 i 5x8 M1120 = I 10-0-0 — 19-1-0 10-M 9-1-0 Plate Offs 'ts X Y : 2:0-3-0 0-1-8 6:0-2-1 1 0-1-12 8:0-4-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.16 2-8 >999 360 M1120 249/190 TCDL 1l 7.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.44 2-8 >505 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 79lb, LUMBER ,1I BRACING TOP CHO D 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHOR ' 2 X 4 SYP M 30 end verticals. WEBS 2 X 4 SYP No.3 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-7: 2 X 6 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTION (lb/size) 7=682/Mechanical, 2=763/0-8-0 Max Harz 2=130(LC 5) i Max Uplift7=-290(LC 6), 2=-405(LC 5) FORCES (Ib - Max. Comp./Max.,Ten. -,All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1168/485, 3-4=-907/381, 4-5=899/372, 5-6=-1095/460, 6-7=-590/313 BOT CHORD 2-8=-455/1025, 7-8=348/940 WEBS 3-8=331/292, 4-8=-214/544 NOTES 1) Unbalanced) cot live loads have been considered for this design. 2) Wind: ASC ' 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber ��11111/111 DOL=1.33 p ate grip DOL=1.33 3) This truss h s' been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� �I� �Q �� 4)' This truss 'as 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 `%% \�' •' G E N lottom between the chord and any other members.Q�.'•�,� 5) Refer to gird �(s) for truss to truss connections. 6) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 290 lb uplift at joint 7 and 405 lb uplift atjoint� 1 6 LOAD CASE(S) I Standard $f TE OF '4UZ .,.ORS C? Si N A� E%%`%% 111 FL Cert. 6634 December 29,2010 ® WARNM- l t, doigrsparvmefe and READ N07M ON777ISAND INCLUDED Id EKR&FERENCBPAGBMU-7473 rev. 10•'08 BEFORE USE. Design valid for u'le only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. Appl! ill of d ,sign paramentersand proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral individual Additional temporary bracing to Insure during MiTek' supp of web members only. stability construction is the responsibllrity of the erector. Addition I permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER=PERMRN: fabrication; quali 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 336104115 II -�_ Job Truss Truss Type Qty, Ply Groza - Datilio - T3961286 69876 i A HIP 1 1 Job Reference o tional uss Inc., Fort Pierce FI.34982 Chambe to I� 7.140 s Oct 12009 MiTek Industries, Inc. Wed Dec 29 08:16:30 2010 Page 1 -0-0 91-0 Scale=1:36.6 5x6 M1120 II 5x6 M1120 - 3 4 i 5.00 12 2 v 5 6 T i I� 1 8 31 M1120-- 9 7 3x5 MII20 3x6 M1120 = 2x3 M1120 11 2x3 M1120 11 9-M 11-0-0 20-0-0 9-M 2 0-0 9-0-0 Plate Offsets' X 2:0-3-0 0-1-8 5:0-3-0 0-1-8 LOADING (p'If) SPACING 2-0-0 CS1 DEFL in (lac) I/deft Ud PLATES GRIP TCLL 20 Plates Increase 1.25 TC 0.43 Vert(LL) -0.22 2-9 >999 360 M1120 249/190 TCDL 7 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.46 2-9 >499 180 BCLL 0 U Rep Stress [nor YES WB 0.08 Horz(TL) 0.03 5 n/a n/a BCDL 1 o b Code FBC2007/TP12002 (Matrix) Weight: 76 lb LUMBER I BRACING TOP.CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1.1-6 oc purlins. BOT CHORD ',2 X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 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 b/size) 2=790/0-8-0, 5=790/0-8-0 ax Horz 2=97(LC 6) ax Uplift2=405(LC 5), 5=-405(LC 6) FORCES (lb) ,I ax. Comp./Max. Ten. - All forces 250 (lb)' or less except when shown. TOP CHORD -3=1196/433, 3-4=1022/450, 4-5=11961433 1 BOT CHORD I _9=319/1017, 7-9=316/1022, 5-7-314/1017 NOTES 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE 1,05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat II; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 pla grip DOL=1.33 3) Provide adeq to drainage to prevent water ponding. %% J 111111111, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • by fit 5) This truss ha been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall 2-0-0 wide will between the b om chord and any other members. %% N �' % C,•E 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 405 lb uplift at joint 2 and 405 lb uplift atjointQ.2..•. N,� SF•'. 5. I1'6 •; LOAD CASE(S) tandard * ;• •cc S-1 T E OF ' 4/ ��FS•<ORI % O A; N 111 I FL Cert. 6634 December 29,2010 AWARAILIM-V �1'gdwignpa� mdosandREADNOMONMSANDINCLUDED Af=REFERENCBPAGBM11-7473r .10-'08BEFOREUSE. a Design valid for us only with MiTek connectors. This design Is based only upon parameters shown; and is for an individual building component. Applicability of de gin paromenters and proper incorporation of component is responsibility, of building designer- not. truss designer. Bracing shown individual Additional temporary bracing to insure during is the of the MiTek` Is for lateral suppo of web members only. stability construction responsibillity, erector. Addition I, permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding aowcn,n pcArortM.=. fabrication, quota control, storage, delivery, erection and bracing, consult 'ANSI/TPI7 Quality Criterla, DSB-89 and BCSI BuBding Component Safety In}orma8on pvailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd: Tampa, Fl. 33610-4115 - I Job I Truss Truss Type Qty Ply Groza - Datilio T3961287 i9876 i 81 SPECIAL 1 1 I Jab a ce o t'o al Cham 'ers Truss Inc., Fort Pierce FI.34982 7.140 s Oct 1 2009 MTek Industries, Inc. Wed Dec 29 09:34:08 2010 Page 1 •�. 28-8-0 1-0-0 6-10.3 11-0.0 17-0.0 21-3-12 6-10-3 4_1 _13 6-0-0 4312 27-1-8 7- 29-8-0 5-9-12 -0-0 1-0-0 1-0-0 01ae Scale=1:50.8 - 5x6 M1120 = 5x6 M1120 = 4 5 5.00 12 2x3 MII20 3x4 M1120 � 6 3 6x8 M1120 7 3x4 M1120 11 2 8 Iv �1 0 10 11 ,x6 M1120 % 3x4 MII20 3x6 M1120 3x4 MII20 — 9 = = 3x8 M1120 = 28-8-0 II 11-0-0 17-0-0 27-1-8 11-0-0 6-0-0 10.1-8 -10-80-8-0 Plate Offset X Y : 2:0-3-00-1-8 4:4-3 6 11-0-0 4:0-3-00-2-4 5:0-3-00-2-4 7:0-3-9 0-0-12 :0-3-0 0-1-8 LOADING (p f) TCLL 2 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.37 DEFL in (locy I/deft Ud Vert(LL) -0.32 7-9 >999 360 PLATES GRIP M1120 249/190 TCDL Lumber Increase 1.25 BC 0.62 Vert(TL) -0.85 7-9 >390 180 BCLL p Rep Stress Incr YES WB 0.24 Horz(TL) 0.08 7 Na n/a BCDL 10 0 Code FBC20071TPI2002 (Matrix) Weight: 120 Ib LUMBER BRACING TOP CHORD X 4 SYP M 30 TOPCHORD Structural wood sheathing directly applied or4-5-0 oc pudins. BOTCHORDX 4 SYP M 30 BOTCHORD Rigid ceiling directly applied or 8-7-14 oc bracing. WEBS X 4 SYP No.3 MiTek racemmends that Stabilizers and required cross bracing be Installed during WEDGE truss erection in accordance with Stabilizer Installation uide. lax Right 2 X 4 SNo.3REACTIONSb/size) 7=1236/0-8-0 (min. D-1-8),2=1204/0-8-0 (min. 0-1-8) k, Harz 2=-120(LC 6) -- - I ax Uplift 7=-558(LC 6), 2=-514(LC 5) FORCES (lb) - ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2238/765, 3-4=-1941/669, 4-5=-1761/650, 5-6=1942/670, 6-7=-2305/793 BOT CHORD 2-11=-699/2004, 10-11=-463/1761, 9-10=-463/1761, 7-9=659/2106 WEBS 9-11=-377/346, 4-11 =1 17/460, 5-9=104/461, 6-9=-481/368 NOTES ` I .1) Unbalanced ro live loads have been considered for this design. 2) Wind: ASCE 7 5; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 1,I 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5) ' This truss has i., een designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 2-0-0 wide will fit between the bottom chord and any other rn mbers, with L bearing lb uplift at joint 7 and 614 lb uplift at joint 2. 6) Provide mech n'61 connection (by othe s) osff truss to plate capable of withstanding558 LOADCASE(S) SBndard ,,,,�\�,f'0 � `\�,.\G�EN,9 Qr.'�V 16 'rcZ �'fl• ATE OF100 10�/S- I III I FL Cert. 6634 December 29,2010 A wARf' m - fai jg design parvmeters and READ NOTM ON 7ff/S AND INCLUDED IMEKREPERENCE PAGE MU--7473 mv. 10-'08 BEFORE US& � Design valid for Jonly with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. AppricabIIity of d "sign paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing, shown ' is the the MiTek` Is for lateral supp of Individual web members only. Additional temporary bracing to Insure stability during construction responsibillity of erector. Addition' I permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWGN •o PGNFOPlA- fabrication, quali control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information ' available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Job Truss Truss Type City Ply Graze - Datilio T3961288 69876 82 HIP 1 1 I' Job Reference (optional) Chambers ss Inc., Fort Pierce FI. 34982 I� 7.140 s Oct 1 2009 MiTek Industries, Inc. Wed Dec 29 08:16:35 2010 Page 1 1-0 7-0-0 5 3-10 2-0-0 53-10 7-0 6 1-0-0 i Scale=1:50.2 4x4 M1120 4x4 M1120 4 5 I 5.00 FIT 3x4 MII20 i 3x4 M1120 C i 3 i 6 d °' 2' 7 8 I4 o 3x5 MI 20 = I 13 12 11 10 9 3x5 MII20 = 2x3 101120 I 3x6 M1120 = 2x3 Ml120 I I 3x4 M1120 = 3x4 M1120 = 7AS 13-0-0 15-0-0 20 3-10 28-0-0 6 7-0-0 53-10 5-0-10 7-" LOADING (ps �I SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20A Plates Increase 1.25 TC 0.34 Vert(LL) 0.11 12-13 >999 360 M1120 249/190 TCDL 7. Lumber Increase 1.25 BC 0.41 Vert(TL) -0.25 2-13 >999 180 BCLL 0. Rep Stress Incr YES WB 0.44 Horz(TL) 0.08 7 n/a n/a BCDL 10. Code FBC2007/TPI2002 (Matrix) Weight: 132 lb LUMBER I BRACING TOP CHORD X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins. BOT CHORD X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 8-5-2 oc bracing. WEBS 4 SYP No,3 MiTek recommends that Stabilizers and required cross bracing be IX installed during truss erection, in accordance with Stabilizer � Installation guide, REACTIONS (I /size) 7=1086/0-8-0, 2=1086/0-8-0 ax Horz 2=129(LC 6) ax Uplift7=532(LC 6), 2=532(LC 5) FORCES (lb) - it ex. Comp./Max. Ten. - All forces 250 (lb). or less except when shown. TOP CHORD-3=20OV784, 3-4=1427/585, 4-5=-1264/568, 5-6=-1427/585, 6-7=-2001/784 BOT CHORD A3=-719/1764, 12-13=-719/1764, 10-12=-379/1264, 9-1 0=-590/1 764, 7-9=590/1764 WEBS-13=0/295, 3-12=636/399, 4-12=126/359, 5-1 0=1 26/359, 6-10=-636/399, 6-9=0/295 NOTES 1) Unbalanced ro f live loads have been considered for this design. '2) Wind: ASCE 7 05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plat' grip DOL=1.33 3) Provide adequ Ee drainage to prevent Water ponding. 1�111111111 1�I� 4) This truss has pen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ���� , 5) ' This truss he een 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 bo om chord and any other members. �ical ��` \gip' Ci ENS' F�'. 6) Provide mecha connection (by others) of truss to bearing plate capable of withstanding 532 Ib uplift atjoint 7 and 532 Ib uplift atjcint ,�� Q�.•� �,\ 2. 1I1 6 LOAD CASE(S) tandard ! T E OF • <C/ .S%r" 0 R � `%% 10 N A� FL Cert. 6634 December 29,2010 AWdRAM-V ,l' desigrzpa,vrreefer dREAD N07ESON7WSAND 1=111DBD3ff=REFERENCBPAGE MU-7473rev. 10•'08BEFORE US& , Design valid for us ,lonly with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �® Applicability of de gn paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown 'lot temporary bracing to Insure during is the the MiTek' is for lateral su I o Individual web members only. Additional stability construction responsibillity of erector. Additiona,permanent bracing of the overall structure Is the responsibility of the building designer. or general guidance regarding POWER* P-Rn- fabrication; quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component Safety Information 'ailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610-4115 Jo 'I Truss Truss Type Qty Ply Groza - Datilio � T3961289 69 76 B3 SPECIAL 6 1 Job Reference (optional) Chmbers Truss Inc., Fort Pierce Ft. 34982 I i 1 7A-1� 14-0-0 203-3 7.140 s Oct 12009 Mi rek Industries, Inc. Wed Dec 29 08:16:37 2010 Page 1 i 28-0-0 29A-0i 1-0-0 7� 13 633 633 7�-13 1-0 0 Scale=1:50.2 i 45 M1120 = 5.00 12 5 3x4 M1120 % 3x4 M1120 - 3x6 M1120 % 3x6 M1120 4 6 3 7 11 5x8 M1120 = W 2 12 10 8 ;1 , 2x3 M1120 11 0 2x3 MI120 II 9 j- 0 3x6 M1120 = 2.25 12 34 1411120 = 7-8-13 14-0-0 203-3 _ 28-0-0 7-8-13, 633 633 7-8-13 Plate 0 'ets X Y: 2:0-2-3 0-0-6 8:0-2-3 0-0-6 psQ LOADIN I1�1(i 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) 0.26 11-12 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.58 11-12 >567 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.35 8 n/a n/a BCDL 0.0 Code FBC2007/TP12002 (Matrix) Weight: 119 lb LUMBER Ii BRACING TOP CHO D 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins. BOT CHO D 2 X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 6-4-13 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 Installation uide. REACTION (lb/size) 2=1086/0-8-0, 8=1086/0-8-0 Max Horz 2=134(LC 5) Max Uplift2=-540(LC 5), 8=-540(LC 6) FORCES (1 - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 2-4=-3270/1342, 4-5=-2349/877, 5-6=2349/898, 6-8=-3270/1241 BOT CHORD' 2-12=-1256/2970, 11-12=1255/2974, 10-11 =1 024/2974, 8-1 0=1 026/2979 WEBS 15-11=-466/1409, 6-11=-879/582, 6-10=0/288, 4-11=879/571, 4-12=0/288 I NOTES 1) Unbalance roof live loads have been considered forthis design. 2) Wind: ASC I7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 'ate grip DOL=1.33 I I I I/ill, 3) This truss h2s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t'vill , `%% '0 4) 'This truss "as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 0 tall by 2-0-0 wide will fit �% �Q A� �j between the t ottom chord and any other members. ♦�, \�' •' G•E N S�•'. 92 5) Bearing atjo nt(s) 2, 8'considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity Q�..•• �,� of bearing su ace. ♦♦♦ ♦ i - 6) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 540 lb uplift at joint 2 and 540 lb uplift atjoint1 ' 6 8. = l LOAD CASE(S) ` tandard � O R ` S,0 - N Al ` I FL Cert. 6634 December 29,2010 A WdRNlNNO-- V tl ' g d�ignpaiv,netas andRSdD N07$S ON7HI8dl'ID fIVCL[lDSD hII1Z�KREPSRENCSPdIiEMlI-7473 rsu. 10•'08 BEFORE USE. Design valid for u only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �- Applicabirity of d ign poramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Brocing.shown Is for lateral supp of individual web members only. Additional temporary bracing to Insure stability dudng construction is the responsibilrity of the MiTek• erector. Addition permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding pOW[q m p6RfDRl4' fabrication, quali icontrol, 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 'I i Job Truss Truss Type City Ply Groza - Datilio T3961290 69876 ` 84 SPECIAL 1 1 Job Reference (optional) Chambers fuss Inc., Fort Pierce FI.34982 7.140 s Oct 12009 MiTek Industries, Inc. Wed Dec 29 08:16:38 2010 Page 1 27-10-12 1 '-0 7-8-13 6-3-3 6-1-0 2-2 8 5 6-14 Scale = 1:51.5 l 45 M1120 = I, 5.00 F12 I 5 i 3x4 M1120 3x6 M1120 % 3x4 MI120 4 6 5x8 M11205x16 M1120 = 3 7 8 11 13 5x8 M1120 = 14 N 4 2 a 12 C-4 1 2x3 MII20 I oI 10 3x8M1120= 9 3 M1120 = 2.25 FIT 3x4 M1120 II 7.8-13 14-0-0 22-0-14 27-10-12 7-8-13 6-M 8.3-14 5.6-14 Plate Offsets Y : 2:0-2-3 0-0-6 8:0-3-12 0-3-0 LOADING (ps SPACING 2-0-0 CSI DEFL in ([cc), I/deft L/d PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.86 Vert(LL) 0.26 10-11 >999 360 M1120 249/190 TCDL 70 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.71 10-11 >462 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 HOrc(TL) 0.17 14 n/a n/a BCDL 10.0, Code FBC2007/TPI2002 (Matrix) Weight: 127 lb i LUMBER BRACING TOP CHORD X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins, except BOT CHORD X 4 SYP M 30 end verticals. WEBS 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-14 cc bracing. '9: 2 X 6 SYP No.3 A MiTek recommends that Stabilizers and required cross bracing be OTHERS 8 SYP 240OF 2.0E installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (I size) 2=1085/0-8-0, 14=968/0-7-4 M Horz 2=223(LC 5) M I Uplift2=536(LO5), 14=-420(LC6) FORCES (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4=3257/13921 4-5=2364/932, 5-6=2364/950, 6-7=-3011/1293, 7-8=2701/1131 BOT CHORD - 12=-1393/2967, 11-12=1391/2965, 10-11=-1214/2880, 9-1 0=-1 57/354 WEBS �12=0/258, 4-11=860/565, 5-11=494/1429, 6-11=-771/505, 7-1 0=-1 145/581, 110=-1026/2478, 8-14=-16011717, 13-.14=-598/1305 NOTES 1) Unbalanced ro loads have been considered for this f 2) Wind: ASCE 7- 51i 140 ph (3-second gust); TCDL 4 2psve BCDL=3.Opsf; h=12ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=.1.33 3) Provide adequa 6 drainage to prevent water ponding. N •' E N �7 �j bottom live load live loads. �� G �,� SF•': 92 �� 4) This truss has b 'en designed for a 10.0 psf chord nonconcurrent with any other • ; Q�.'• fit 5) This truss has een 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 n the bo om chord and any other members. betweei n��+/6 6) Bearing atjoint() 2, 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacit$r: * •; of bearing surfa 7) Provide mechanical connection (by others) of.truss to bearing plate capable of withstanding 536 lb uplift atjoint 2 and 420 lb uplift atjoint: ! CC 14. LOAD CASE(S), St' ndard T ••• �` Q' •%_�� RI FL Cert. 6634 December 29,2010 AWARMNO-V lydesigpa naiwncf=sdREdDNOTES ONTKfSAND 1NCLUDEOMTEKREPERENCBPAGE IW-747,3 s. 10`08BEFORB USE. Design valid for us 'onlywith MTek connectors. This design abased only upon parameters shown, and Is for an Individual building component. plrcabirity Apof des n paramenters 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 responsibilrity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building'designer. For general guidance regarding P0-m P6N RO fabrication, quality ontrol, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information ailable from Truss Plate Institute, 781, N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 II Jo °1I Truss Truss Type Qty Ply Groza - Datilio T3961291 69 76 B5 SPECIAL 1 1 II Job Reference o tional ^C ambers Truss Inc., Fort Pierce FI.34982 i 1-0-0i 7- N' 14-0-0 i 203-14 7.140 s Oct 1.2009 MiTek Industries, Inc. Wed Dec 29 08:16:39 2010 Page 1 27-10-12 1-0-0 73-13 633 63-14 7-0-14 Scale = 1:51.5 45 M1120 = 5.00 F12 5 3x4 MI120 % 6x8 M1120 = 3x6 M1120 % 5x6 M1120 = 5x16 M1120 = 4 6 7 3 10 12 1 5x8Im = 13 4 2 11 _ 9 N N 2x3 M1120 11 3x8 M1120 = � 34 Ml12o = 2.25 12 8 3x5 MI120 I I 73-13 144i-0 20-3-14 27-10-12 7-8-13 633 63-14 7.6-14 Plate Offilats KY): 2:0-2-3 0-0-6 :0-5-12 0-3-0 i LOADIN (psf) SPACING 2-0-0 CSI DEFL in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.27 9-10 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.58 9-10 >562 180 BCLL 0.0 Rep Stress [nor YES WB 0.93 HOrz(TL) 0.24 13 n/a n/a BCDL 0.0 Code FBC2007/TP12002 (Matrix) Weight: 133 lb LUMBER ', BRACING TOP CHO p 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins, except BOT CHO D 2 X 4 SYP M 30 end verticals. WEBS 2 X 4 SYP No.3 *Except. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-8: 2 X 4 SYP M 30 MiTek recommends that Stabilizers and required cross bracing be OTHERS 2 X 8 SYP 2400E 2.0E installed during truss erection, in accordance with Stabilizer Installation guide. REACTION (lb/size) 2=1085/0-8-0, 13=974/0-7-4 Max Horz 2=250(LC 5) Max Uplift2=533(LC 5), 13=-428(LC 6) FORCES (I - Max.-Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD2-4=3263/1400, 4-5=2352/946, 5-6=2351/965, 6-7=-2769/1173 BOT CHORD 2-11=-1428/2972, 10-11=-1427/2968, 9-10=1243/2917, 8-9=-121/262 WEBS ` 4-11=0/284, 4-10=875/560, 5-10=-511/1404, 6-10=-820/472, 6-9=-1135/581, i 7-9=-1100/2621, 7-13=-1092/494, 12-13=-286/538 NOTES �ioof 1) Unbalanced live loads have been considered for this design. %J 1111111 IIII,♦ 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4:2psf, BCDL=3.Opsf; h=12ft; Cat. 11; Exp. B; enclosed; MWFRS (low-rise); Lumber O, DOL=1.33 p1 to grip DOL=1.33 .� ,��, �� �Q �� ♦j♦ 3) Provide ade ate drainage to prevent water ponding. G•E !v s�.• ♦♦�, ,Q�: • 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' bottom in �\ y� i_. 5) This truss h s been designed for a live load of 20.Opsf on the chord all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the m 'ottochord and any other members. • 1 6 i 6) Bearing atjoi }(s) 2, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacitt * / •; 7k of bearing su ce. 7) Provide mech ,I ical connection (by others) of truss to bearing plate capable of withstanding 533 Ib uplift at joint 2 and 428 lb uplift atjoint= .� • = 13. i?�•�/ST I LOAD CASE(S) tandard TE OF .�•44/ ♦ , ,�'. ,O Q' •: ♦� FL Cert. 6634 December 29,2010 A WARNIM} - V {' d coign pa .cto and READ NOTES ON7THS AND INCLUDED M =REFERENCE PAGE M -7473 r . 20-'08 BEFORE USE. Design valid for us 'only with MuTek connectors. This design 6 based any upon parameters shown, and is for an Individual building component. AppticabiGty ofde ifgn pargmenters and proper incorporgifon of component is responsibi0ty of building designer- not truss designer. Bracing shown ' Is for lateral suppo of individual web members ony. Additional temporary bracing to Insure stability during construction (s the responsibillity of the MiTek` erector. Addi Iona iPermanent bracing of the overall is is the responsity of the building designer. For.eneral guldance regarding pOWBq+e pcgrvq.r.• fabdcatlon, qualify on"ab storage, delivery, erection and bracing, consult ANSI/TPI7 Qualify Craeda, DSB-69 and BCSI Building Component 6964 Parke East Blvd. Safe Information vailable from Truss Plate Institute, 781_ N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Fl. 33610-4115 Job Truss Truss Type Qty Ply Groza - Datilio T3961292 69876 B6 SPECIAL 1 1 Job Reference (optional) Chambers as Inc., Fort Pierce Fl. 34982 7.140 s Oct 12009 MiTek Industries, Inc. Wed Dec 29 08:16:41 2010 Page 1 2 1 7m-13 6-3-34-10 6 8-5-10 0-0-1 Scale = 1:51.4 i 45 M1120 = II 5.00 12 5 I I I 3x4'M1120 % 5x6 M1120 = 5x10 M1120 = Us M1120 i 6 7 4 3 6x8 MII20 = 6x8 M1120 = 10 5x8 tv11120 = I 12 4 9 11 N N vI1 24 M1120 1 0 3x8 M1120= 3 M1120 2.25 12 I I 8 3x5 M1120 I I i 7-8-13 - 14-0-0 18-10.6 27-10-12 7- -13 6-3-34-103 9-03 Plate Offsets 2:0-2-3 0-0-6 :OA-0 0-0-8 LOADING (ps SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20. Plates Increase 1,.25 TC 0.70 Vert(LL) 0.26 10-11 >999 360 M1120 249/190 TCDL 7. 1 Lumber Increase .25 BC 0.57 Vert(TL) -0.54 10-11 >597 180 BCLL 0. Rep Stress Incr YES WB 0.79 Horz(TL) 0.20 12 n/a n/a BCDL 10. Code FBC2007/TPI2002 (Matrix) Weight: 136 lb LUMBER BRACING TOP CHORD X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins, except BOT.CHORD X 4 SYP M 30 end verticals. WEBS X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-11-15 oc bracing. OTHERS X 8 SYP 240OF 2.OE-. WEBS 1 Row at midpt 7-9 f MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer i Installation quide. REACTIONS (1 '/size) 2=1069/0-8-0, 12=99010-7-4 x Horz 2=270(LC 5) M Uplift2=-525(LC 5), 12=-439(LC 6) FORCES (lb) - I, ex. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD-4=3206/1384, 4-5=-2257/922, 5-6=-2241/948, 7-12=-920/468, 6-7=-2523/1057 BOT CHORD-11=-1434/2920, 10-11=-1433/2915, 9710=-1114/2642 WEBS 111=0/296, 4-10==892/570, 5-10=-521/1389, 6-10=-660/362, 6-9=-1017/526, 9- 1018/2473 NOTES 1) Unbalanced to, f live loads have been considered for this design. �' �'0 2 Wind: ASCE 7-, 5; 140m h 3-second gust); TCDL=4.2 sf; BCDL=3.0 sf; h=12ft; Cat. 11; Ex B; enclosed; MWFRS P ( 9 ) P P P (low-rise); Lumber ♦♦ ( ) ♦ \Q A� I� ' DOL=1.33 plat grip DOL=1.33 3) Provide adequa, a drainage to prevent water ponding. • •, �� ♦♦♦ \� • • G•E N �;� S�`�•, 9jl �� :� Q�: 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss hasll�een designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 widavvill fit 1 6 •� between the bo om chord and any other members. * 6) Bearing at joint( 2,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula.. Building designer should verify capacilZ ✓ of bearing surfs . •� 7) Provide meohan i I connection (by others) of truss to bearing plate capable of withstanding 525 lb uplift at joint 2 and 439 lb uplift atjoint S�, T E OF ,LOAD ftb CASE(S) S , ndard �j�''�4'0 R 1 ) s•....... • N A- E��♦♦ #S/0 ` I , FL Cert. 6634 December 29,2010 A WARN7N& - V V . y d-ign parer etas d READ N07ES ON7WS AFM lNMUDBD rMBITREPBREMB PAGE M7.7473 rev. 10•'08 BEFORE USE,, Design valid for us it only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of de ,gn pargmenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing.shown . s for lateral suppo of Individual web members ony. Additional temporary bracing fo Insure stability dur ng const action Is the responsibillity of the MiTek erector. Addittion I permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER m PEFFO' _ fabdcaiion, quality �fontrol, storage, delivery, erection and bracing, consult ANSI/rPl1 Qualify CrBeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vallable from Truss Plate Institute, 781, N. Lee Street, Suife 312, Alexandria, VA 22314. Tampa, Parke 3 ass Blvd. Jo 'f Truss Truss Type Qty Ply Groza - Datilio 1 T3961293 69 76 B7 SPECIAL 1 1 I Job Reference (optional) Ch ' mbers Truss Inc., Fort Pierce Ft. 34982 h I 7.140 s Oct 12009 MiTek Industries, Inc. Wed Dec 29 08:16:42 2010 Page 1 1-0-0 71-13 633 6-1-6 9-1 7-0-6 I Scale=1:51.5 4x5 M1120 = 5.00 12 5 3x4 MII20 % 3x4 M1120� 3x6 M1120 % 4x6 MII20 5x16 MII20 = 4 6 7 8 6x8 M1120 = 3 11 0 13 n 5x8 M1120 = 14 m 9 2 12 10 N N 2x3 MII20 11 Y 0 3x8 MII20 = 9 3x6 M1120:':: 2.25 12 3x5 M1120 I I I 7-EM 3 14-0-0 20-10-6 27-10-12 7-8-13 63-3 6-10-0 7-M Plate Offgiats X 2:0-2-3 0-0-6 8:0-5-12 0-3-0 LOADIN (pso SPACING 2-0-0 CSI DEFL in (too) 1/deft L/d PLATES GRIP TCLL 120.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.2710-11 >999 360 M1120 249/190 TCDL 1 7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.61 10-11 >537 180 BCLL 1 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.23 14 n/a n/a BCDL 0.0 Code FBC2007/TP12002 (Matrix) Weight: 131 lb LUMBER BRACING TOP CHO D 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 cc purlins, except BOT CHO b 2 X 4 SYP M 30 end verticals. WEBS 2 X 4 SYP No 3, `Except' BOT CHORD Rigid ceiling directly applied or 6-0-4 cc bracing. 8-9: 2 X 4 SYP M 30 MiTek recommends that Stabilizers and required cross bracing be OTHERS 2 X 8 SYP 240OF 2,0E installed during truss erection, in accordance with Stabilizer Installation guide. REACTION (lb/size) 2=1085/0-8-0, 14=974/0-7-4 Max Horz 2=243(LC 5) Max Uplift2=534(L05), 14=-426(LC 6) FORCES (t •- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=3262/1398, 4-5=-2353/943, 5-6=2352/962, 6-7=-2998/1283, 7-8=2746/1157 BOT CHORD I 2-12=-1418/2972, 11-12=1417/2968, 10-11=1230/2901, 9-10=-127/277 WEBS 14-12=0/278, 4-11=-873/561, 5-11=-508/1417, 6-11=-803/476, 7-1 0=-1 135/577, 8-1 0=-1 078/2585, 8-14=-1143/517, 13-14=332/652 NOTES 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE, -05; 140mph (3-second gust); TCDL=4.2psf, BCDL=3.Opsf; h=12ft; Cat 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 pl to grip DOL=1.33 �< 3) Provide ade uate drainage to prevent water ponding. C•E N SF •' 92 �i 4) This truss ha I been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ���Q�.'• �,� been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 5)_' This truss hi1ce.rn tall by 2-0-0 wide will fit i between thettochord and any other members. 1 6 6) tc formula. Building designer Bearing atjois) 2, 14 considers parallel to grairivalue using ANSI/TPI 1 angle grain rin of beag su should verify capacitZ = 7) Provide mech ical connection (by others) of truss to bearing plate capable of withstanding 534 lb uplift at joint 2 and 426 lb uplift at joint= .� • :� • 14. I �% S%I'AT E O F • �1/ �COAD CASES) I tandard X�' �C` P •: _�� •' < F O R Ip . • ,�� A�111 FL Cert. 6634 December 29,2010 A WdRJ1lM - V II' if design, parameters. and READ NOTES OM MS AND INCLUDED Ml7NKREFERENCE PAGE MIF7473 r=. 10-'08 BEFORE USE. Design valid for us only with MiTek connectors. This design is based any upon parameters shown, and Is for an individual building component. Appricabllity of de gn paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral suppo lot individual web members any. Additional temporary bracing to Insure stability during construction is the responsiblllity of the erector. Addition (permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek` pOWfq io fabrication, quail quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 I ll Job Truss Truss Type Qty Ply . Groza - Datilio T3961294 69876 I B SPECIAL Job Reference o tional Chambers T', ss Inc., Fort Pierce FI. 34982 7.140 s Oct 12009 MiTek Industries, Inc. Wed Dec 29 08:16:33 2010 Page 1 1-ao ll 9-0-0 12-10-4152--3-.81z B- 5-0 o 25•Ll 1-0-0 s ao 310 310-a i a7•a o0 e I Scale=1:51.3 5x8 M1120 5x6 MI120 3x4 M1120 = 3x4 M1120 = 3 4 5 5.00 FIT 6 i 4x10 M1120 v 7 v j 8 I 2 10 �1 I� 4 0 0 3x5 11120 % 14 13 i 3x4 M1120 = 3x6 M1120 = 12 11 9 4x8 M1120 = 3x10 M1120 I I 2x3 M1120 II i 9-0-0 1s•o 0 5 0-0 111 9-0-0 10-0-0 7-0.0 Plate Offsets Y : 2:0-3-0 0-1-8 3:0-4-0 0-2-2 9:0-3-0 0-1-8 LOADING (psi SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.89 Vert(LL) 0.18 2-14 >999 360 M1120 249/190 TCDL 7. Lumber Increase 1.25 BC 0.55 Vert(TL) -0.46 12-14 >747 180 BCLL 0. Rep Stress Incr YES WB 0.68 Horz(TL) 0.10 9 n/a n/a BCDL 10. Code FBC2007/TPI2002 (Matrix) Weight: 128 lb LUMBER RI BRACING TOP CHORD X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-5 cc purlins. BOT CHORD X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 7-3-15 cc bracing. - WEBS 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 /size) 2=1126/0-8-0, 9=1104/0-8-0 ax Horz 2=97(LC 6) hhl x Uplift2==502(1_C 5), 9=-486(LC 6) IL FORCES (lb) - . Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2037/825, 3-4=-1801/820, 4-5=-1917/911, 5-6=-1865/838, 6-7=-2054/848, 8=-2717/1069, 8-9=-2734/1062 BOT CHORD �-14=-647/1787, 12-14=75111917, 11-12=-992/2560, 9-11=-981/2562 WEBS 3-14=-59/461, 4-14=-358/145, 5-12=-254/112, 6-12=-69/420, 7-12=-715/471 I NOTES IQf 1) Unbalanced r live loads have been considered for this design. 2) Wind: ASCE 7' 5; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); cantilever ttti l l i 11 /til right exposed Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequ to drainage to prevent water ponding. • •' ��� 4) This truss, has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �• G E•N •, y S�''. 5) 'This truss he '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 fitQ�.•' between the b om chord and any other members. .6) Provide mecha' ical connection (by others) of truss to bearing plate capable of withstanding 502 lb uplift at joint 2 and 486 lb uplift atjoint� 6 9. *; •�* = LOAD CASE(S) tandard = .� S_ /%TE OF ' 44J OR I FL Cert. 6634 I December 29,2010 AWARNING- 'ydsigapa' c!,nrsarsdREADN07E3ONIHISANDINCLUDED W7BKREFERE1VCBPAGBMUII747areu.l0-'08BEFORE USE. Design valid for u I only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of d'sign paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown temporary bracing to Insure during is The the - MiTek" Is for lateral supp of individual web members only. Additional stability construction responsibll�ty of erector. AddittIo I permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - powcn+e rcnroAre- ' fabrication, qua[ i control, storage, delivery, erection and bracing, consult ANSI/71`I1 Qucllty Criteria, DSB-89 and BCSI Building Component Safety Informotto �I available Prom Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610-0115 Job'1 Truss Truss Type Qty Ply Graze - Datilio T3961295 698 6 l� BA COMMON 1 1 Job Reference (optional) Ch ° bars Truss Inc., Fort Pierce FI. 34982 i r1-0-0 i 75-9 14-0-0 7.140 s Oct 1, 2009 MITek Industries, Inc. Wed Dec 29 08:16:43 2010 Pagel 205-7 28-0-0 29-0-0i 1-0-0 7.6-9 65-7 6-5-7 7-6-9 WO Scale=1:49.0 4x5 M1120 = 5.00 12 5 i 2x3 M1120 \\ 2x3 M1120 3x6 M1120 % 3x6 M1120 4 3 i 6 7 2 8 9 �1 Iq 0 0 12 13 11 14 10 5 M1120 % 3x4 M1120 = i !I 3x6 M1120 = 3x4 M1120'= 3x5 M1120- 1 9-9-3 18-2-13 28-0-0 9-9-3. 85-11 9-9-3 Plate Offsets X 2:0-3-0 0-1-8 8:0-3-0 0-1-8 LOADIN '(psf) SPACING 2-0-0. CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 0.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.22 10-12 >999 360 M1120 249/190 TCDL 7.0 �10. Lumber Increase 1.25 BC 0.55 Vert(TL) -0.48 2-12 .>688 180 BCLL 0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.08 8 n/a n/a BCDL 0.0 Code FB00071TP12002 (Matrix) Weight: 122lb LUMBER BRACING TOP CHO D 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins. BOT.CHOR , 2 X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 8-3-6 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. REACTION (lb/size) 2=1142/0-8-0, 8=1142/0-8-0 Max Horz 2=137(LC 5) Max Uplift2=541(LC 5), 8=-541(LC 6) FORCES (Ib - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ' 2-4=2118/818, 4-5=-1887f157, 5-6=1887/758, 6-8=-2118/818 BOT CHORD 'j 2-12=-758/1875, 10-12=-388/1296, 8-10=-622/1875 WEBS i 5-10=-284/677, Cr10=-357/344, 5-12=284/677, 4-12=-357/344 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE, -05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33pl tegrip DOL=1.33 3) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %� � 4)' This truss h"s 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 �Q `�' • �i� between the ottom chord and any other members, with BCDL = I O.Opsf. • •, ,�� \� • • G E•N • S�`••. 92 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541 lb uplift at joint 2 and 541 lb uplift at joint Q�: �,� s= 8. 1 6 LOAD CASE(S) I tandard * �� = • 4/ O R C? %o 0 N A, e, i FL Cert. 6634 December 29,2010 A, WARNING - V design par rnetos d READ NOTES ONTh7S ARD JNCLUDfiD IMFKREFERBIWE PAGEW-7473 rev. 10•108 BEFORE USE, Design valid for us lonly with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��® Applicability of de jgn paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing. shown Is for lateral suppo ,of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the erector. Additions, Permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek` POWER ♦a fabrication, quality ,ontrol, storage, delivery, erection and bracing, consult ANSI/TPl1 QuaBty Criteria, DSB-89 and BCSI Building Component Safety Information vaiiable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. PiN•VRM• ParkeEast 6904 Parke East Blvd. Blvd. ",I - Tampa, 3 Job Truss Truss Type City Ply Graze - Datilio ' T3961296 698 6 C1 HIP 1 1 ;1 Job Reference (optional) Ch rnbers Truss Inc., Fart Pierce FI. 34982 tI II r1-0-0i 7A-6 13.0-0 15-0-0 7.140 s Oct 12009 Miiek Industries, Inc. Wed Dec 29 08:16:45 2010 Page 1 20-3-12 27-1-0 1-0-0 7.8E 5-3-10 2-0-0 53-12 6-9-0 l Scale=1:48.8 4x4 M1120 4x4 M1120 4 5 5.00 12 3x4 101120 % 3x4 MII20 3 6 d, N it a N 4x8 M1120 I I 7 2 '7 Io !4M112013 12 11 10 9 8 i 2x3 M1120 11 3x6 MII20 = 2x3 101120 11 3x4 M1120 = 3x4 M1120 = i 1 7-8-0 13 0-0 15-0-0 20-3-12 27-1-0 7-8.6 5�-10 2-0-0 53 6-9-4 Plate Offs 'ts X 2:0-3-0 0-1-8 :0-2-9 0-2-6 LOADING I(ps>) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL '20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.13 9-10 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.29 9-10 >999 180 BCLL I0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.11 7 n/a n/a. BCDL 10.0 Code FBC2oo7rrP12002 (Matrix) Weight: 129 lb LUMBER BRACING TOP CHOR , 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins, except BOT CHOR - 2 X 4 SYP M 30 end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 8-4-14 cc bracing. 7-8:,2 X 8 SYP 240OF 2.0E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTION I (lb/size) 2=1056/0-8-0, 8=977/Mechanical Max Horz 2=155(LC 5) Max Uplif:2=-523(LC 5), 8=-408(LC 6) FORCES (lb - Max. Comp./Max.'Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1924/758, 34=1354/558, 4-5=1197/546, 5-6=-1341/556, 6-7=-1689/684, 7-8=850/414 BOT CHORD 2-13=-722/1693, 12-13=-722/1693, 10-12=-384/1197, 9-10=-546/1475, 8-9=-546/1475 WEBS 3-13=0/292, 3-12=633/397, 4-12=125/346, 5-10=-94/288, 6-10=-410/303 NOTES 1) Unbalanced 'oaf live loads have been considered for this design. �111111 // 2) Wind: ASCE i-05; 140mph (3-second gust); TCDL=4.2psf, BCDL=3.Opsf; h=12ft; Cat 11; Exp B; enclosed; MWFRS (low-rise); Lumber ,%t,��� ; DOL=1.33 to DOL=1.33 ABC �j� pl grip °ate ♦♦♦ ��Q 3) Provide adeq drainage to prevent water ponding.% ♦ \ '4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �♦ Q • �, F'•.� 2 5) ' This truss h s 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 - between the bottom chord and any other members. • 1 6 i I� 6) Refer to girdeil�s) for truss to truss connections. * * = 7) Provide mech�, ical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at joint 2 and 408 lb uplift at joint= 8. I - lZ Z LOAD CASE(S) tandard S%1 ATE OF J Or, 40R1p..�N♦♦♦. ' /111111 FL Cert. 6634 December 29,2010 WARNING-V �i' dlsignpv cte,sandREADNOMSON7FIISAWINCLUDEDMI=REFBRENCEPAGEMD•7473:a.10-'08BEFORE USE. Design valid for u only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of de jgn paromenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown B'for lateral suppo lof Individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity of the Additions bracing the MITek� erector. permanent of overall structure Is the responsibility of the building designer. Forgeneral guidance regarding fobricatfon, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Bullding Component Safety Information vailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. POWER ro pERk' MAW 6904 Parke East Blvd. ,l II Tampa, FL 33610-4115 .. Job Truss Truss Type Qty Ply Groza - Datilio T3961297 69876 C2 HIP 1 1 Job Reference o tional Chamb rs Truss Inc., Fort Pierce FI.34982 7.140 s Oct 12009 MiTek Industries, Inc. Wed Dec 29 08:16:46 2010 Page 1 i -0 6-103 4-1-13 6-M 4- l4 5-11-2 Scale=1:48.7 45 M1120 Sx8 141120 4 5 5.00 12 2x3 M1120 ,Z�, M1120 i36 i >2X3 5x8 M1120 I I 7 Io Io 1 01 x8 M1120 % 11 10 9 8 3x4 M1120 = 3x6 M1120 = 3x4 M1120 = II { 11-0-0 17-0-0 27-1-0 11-0-0 6-0-0 10-1-0 Plate Offset X 2:0-3-0 0-1-8 5:0-5-0 0-2-8 :0-4-9 0-2-8 LOADING (I 1 SPACING 2-0-0 CSI DEFL in (loc). I/defl Ud PLATES GRIP TCLL 2 .0 Plates Increase 11.25 TC 0.77 Vert(LL) -0.32 2-11 >981 360 M1120 249/190 TCDL 0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.88 2-11 >359 180 BCLL 0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.13 7 n/a n/a BCDL 1 0 Code FBC2007/TP12002 (Matrix) Weight: 114 lb LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-8 cc purlins, except BOT CHORD 12 X 4 SYP M 30 end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 8-7-5 cc bracing. 8: 2 X 8 SYP 240OF 2.0E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS lb/size) 2=1166/0-8-0, 8=1095/Mechanical ax Horz 2=139(LC 5) ax Uplift2=504(LC 5), 8=-389(LC 6) I FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ,12-3=2147/742, 3-4=1822/639, 4-5=1640/617, 5-6=1771/624, 6-7=-1931/672, I7-8=973/405 BOT CHORD 2-11=-700/1924, 9-11=-462/1640, 8-9=544/1687 WEBS 3-11=-413/356, 4-11 =1 21/488, 5-9=-59/283, 6-9=-161/261 NOTES �of 1) Unbalanced r live loadshave been considered for this design. `,J 11 111/111 2) Wind. ASCE 7 05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf, h=12ft, Cat. II, Exp B, enclosed, MWFRS (low-rise); Lumber % O, 1I'0� DOL=1.33 plat" grip DOL=1.33 `� �% �Q ��` 3) Provide adequ'te drainage to prevent water ponding. �� NV G•E N SF'• ' 4). This truss has teen designed -for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • ;been ,��,Q�: �,� 92 ��i 5) This truss ha designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 between the bo om chord and any other members, with BCD = IO.Opsf. tall by 2-0-0 wide will fit .0- I�U�-� 6 6) Refer to girder( for truss to truss connections. .* 7) Provide mecha cal connection (by others) of truss to bearing plate capable of withstanding 504 lb uplift at joint 2 and 389 lb uplift at joiner 8. _LOAD CASE(S) Standard ��J/S%rAT E 0 F l ,:'�� � �i�••'�,< 0 R \ O % YI ONA�G I I FL Cert. 6634 December 29,2010 wexnmva-v ate; morndasanaREdDNO A g gap 7EBONTW5ANDINCLUDED]UTEKREFERBNCBPAagbW-7473..10•'08BEFOREUSE. -- Design valid for use'only with MTek connectors. This design is based onlyupon parameters shown, and is for an individual building component. Applicability ofde,, n paramentersand 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 stabffity during B the the MiTek' construction responsfbilGty of erector. Additional ermanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWEa ro FE..... cation, fabriquality "ontrol, storage, delivery, erection and bracing, consult - ANSI/TP11 Quality Criteria, DS8.89 and BCSI Building Component 6904 Park ass Blvd. Parked. Biv e East Safety Information ailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, 3 15 Job Truss Truss Type Qty Ply Groza - Datilio T3961298 69876 C3 MONO HIP 1 1 Job Reference (optional) Chambers ss Inc., Fort Pierce FI.34982 V 7.140 s Oct 12009 MiTek Industries, Inc. Wed Dec 29 08:16:47 2010 Page 1 9-0-0 6-0-15 5-11.3 6-0-15 I Scale=1:48.9 7x10 M1118H 2x3 M1120 I I 3x6 M1120 = 2x3 M1120 I I 5x6 M1120 = 3 4 5 6 7 5.00 12 14.1 2 Yj1 0 3x5 1120 % 12 11 10 9 8 2x3 M1120 11 48 M1120 = 3x6 M1120 = 3x4 M1120 11 3x4 M1120 = 9-M 15-0-15 21-0-1 71-0 9-0-0 6-0-15 5-11-3 12t15 Plate Offsets 2:0-3-0 0-1-8 3:0-5-12 0-2-0 LOADING (ps f'I SPACING 2-0-0 CSI DEFL in ([cc) I/defl Ud PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.86 Vert(LL) 0.67 10-12 >474 360 M1120 249/190 TCDL 7.0, Lumber Increase 1.25 BC 0.92 Vert(TL)-1.2110-12 >263 180 M1118H 195/188 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.06 8 n/a n/a BCDL 10.01 Code FBC2007/TPI2002 (Matrix) Weight: 124 lb LUMBER BRACING TOP CHORD X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, except BOT CHORD 4 SYP M 30 end verticals. WEBS 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be - installed during truss erection, in accordance with Stabilizer Installation gluide. REACTIONS (I /size) 8=982/Mechanical, 2=1061/0-8-0 M Horz2=231(LC 5) M II Uplift 8=491 (LC 4), 2=-475(LC 5) FORCES (lb) - ex. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3=1913/810, 3-4=14971742, 4-6=1496f742, 6-7=-14961/42, 7-8=-1027/553 BOT CHORD 112=807/1678, 10-12=808/1690, 9-10=742/1496 WEBS 6-9=-601/403, 7-9=-903/1824 I12=-24/415, NOTES 1) Wind: ASCE 7- 5; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plat "Igrip DOL=.1.33 2) Provide adequa a drainage to prevent water ponding. ,`,r,. 1& 1.*� ��' 3) All plates are M 20 plates unless otherwise indicated. 10.0 bottom live load live loads. "�% \Q � �� 4) This truss has b en designed for a psf chord nonconcurrent with any other has designed for load 20.0psf the bottom in 3-6-0 ��� \N ' (,�E IV tall by 2-0-0 fit `SF•• 92 �� 5)' This truss een alive of on chord all areas where a rectangle wide will �� Q.j..•. v between the bo om chord and any other members. i . 6) Refer to girder's' ,, for truss to truss connections. : j' 1 ' 6 • 7) Provide mechan, I connection (by others) of truss to bearing plate capable of withstanding 491 lb uplift at joint 8 and 475 lb uplift atjoint= * !/ ••; 2. / •,/ �: LOADCASE(S) St ndard �� S7 TE OF : 44/� A % I FL Cert. 6634 December 29,2010 WARNINri-V dsi aimneta 61READNOMSON7WSdNDINCLEMEDM BKREFERENC •7473 rev. ORE.USE. y gap SPddual Design valid for use onlywith MTek connectors. This designB.based only upon parameters shown, and is for an Individual building component. b Applicability of desi "n paromenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support f individual web members only. Additional temporary bracing to insure stability during construction is the the MiTek` responsibillity of erector. Additional ermonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER PERFORM' fabrication, quality ontroL storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component ' Safety Information '61able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. it Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Groza - Datilio T3961299 69876 i, C COMMON 3 1 Job Reference (optional) Chambers T 'Iss Inc., Fort Pierce FI.34982 7.140 s Oct 1 2009 MiTek Industries, Inc. Wed Dec 29 08:16:44 2010 Page 1 - 1-0-0 I; 75-9 65-7 65 6 6-7-9 V i Scale: 1/4"=1' i 4x6 M1120 =. 5.00 12 5 2x3 M1120 \\ US 101120 % 2x3 M1120 4 6 3 5x8 M1120 11 7 2 11 12 10 13 9 3x5 MII 0 % 3x4 MII20 = 3x6 MII20 = 8 3x4 MII20 = 9-9-1 18-2-14 27-1-0 9-9-1 85-12 8-10-2 Plate Offsets 2:0-3-0 0-1-8 :0-4-9 0-2-8 LOADING (ps 1, SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.71 Vert(LL) -0.30 9-11 >999 360 M1120 249/190 TCDL 7.0j Lumber increase 1.25 BC. 0.70 Vert(TL) -0.50 9-11 >635 180. BCLL 0.01 Rep Stress Incr YES WB 0.27 Horz(TL) 0.12 7 n/a n/a BCDL 10. I Code FBC2007/TPI2002 (Matrix) Weight: 119 lb LUMBER ` BRACING TOP CHORD X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD `X 4 SYP M 30 end verticals. WEBS X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 8-2-15 oc bracing. ,8: 2 X 8 SYP 240OF 2.0E MiTek recommends that Stabilizers and required cross bracing be I installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (I '.size) 2=1109/0-8-0, 8=1034/Mechanical M' Hors 2=163(LC 5) - M x Uplift2=-530(LC 5), 8=-417(LC 6) FORCES (lb) - ex. Comp'./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4=-2042/793, 4-5=-1814/734, 5-6=-1661/678, 6-7=-1845/728, 7-8=-918/429 BOTCHORD-11=-762/1804,9-11=-391/1219,,8-9=-588/1616 WEBS 11=-351/340, 5-11=-289/692, 5-9=-211/500, 6-9=-268/299 I NOTES 1) Unbalanced'ro' live loads have been considered for this design. 2) Wind: ASCE A 5; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber e�1j1I 1111%��� DOL=1.33 plat grip DOL=1.33 .3) This truss has an designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,o%Q. ' designed for live load 20.Opsf the bottom in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 1Q N • •, y9� 4) This truss hasl een a of on chord , \ G E•N S ,� between the bo om chord and any other members, with BCDL = IO.Opsf. % V �•'•• - i 5) Refer to girder( for truss to truss connections. 1 6 6) Provide mecha cal connection (by others) of truss to bearing plate capable of withstanding,530 lb uplift atjoint 2 and 417 lb uplift atjoint� , 8. l *' ` •* • LOAD CASE(S) 11 ndard = -� ' •. �. .OP C? �� NA\- I I FL Cert. 6634 December 29,2010 A WARMNO• - V i - y dmiga pa cters d READ N07ES ON IWS AND fNMUDED 1U=REFEREKCE PAGE= 7470 trv. 10•'08 BEFORE 1W. a Design valid for us' only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual. building component. �� Applicability of de gn paramenters and properIncorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral suppo of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Addiction permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek` pOWEfl m pEflfDflM.-. fabrication, quail IFontrol, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tamp Parka East Blvd. Safe Information ',a - vailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ty Tampa, FL 33610-4115 Job it Truss Truss Type Qty Ply Groza - Datilio T3961300 69876 GRA HIP 1 1 1 Job Reference (optional) Ch tubers Truss Inc., Fort Pierce Fi. 34982 I y, , 1-0-0 7-0-0 10-0.0 13-0-0 7.140 s'Oct 12009 MiTek Industries, Inc. Wed Dec 29 08:18:49 2010 Page 1 20-0-0 21-0-0 i I 1 7-b-0 3-0-0 3-0-0 7-0-0 i i Scale=1:36.6 5x6 MI120 5x6 M1120 3x4 M1120 = 3 4 5 5.00 12 I °7 I �I 2 6 rl, 7 0 10 9 8 4x5 M1120= 4x6 M1120 = I 3x4 MII20= 3x4 4x5 M1120 = MII20 = 7-M 13-0-0 _ I 20-0-0 7-0-0 6-0-0 7-0-0 Plate Off ets X 2:0-2-2 0-0-2 T:0-2-2 0-0-2 LOADIN (pso SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.14 8=10 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.28 8-10 >837 180 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.09 6 n/a n/a BCDL 0.0 Code FBC2007/TP12002 (Matrix) Weight: 84 lb LUMBER BRACING TOP CHO D 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-14 cc purlins. BOT CHO D 2 X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 5-10-4 cc bracing. WEBS 2 X 4 SYP No.3 i MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTION (lb/size) 2=1503/0-8-0, 6=1503/0-8-0 Max Ho rz 2=81(LC 5) Max Uplift2=864(LC 5), 6=-864(LC 6) 1I FORCES (I -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR , 2-3=3061/1688, 3-4=-2776/1612, 4-5=-2776/1612, 5-6=-3061/1688 BOT CHORD'I 2-10=-1454/2737, 8-1 0=-1 594/2875, 6-8=1466/2737 WEBS 3-10=-395J870, 4-10=-281/173, 4-8=-281/173, 5-8=395/870 NOTES - !'roof 1) Unbalance live loads have been considered for this design. 2) Wind: ASCFII7-05; 140mph (3-second gust); TCDL=4.2psf, BCDL=3.Opsf; h=12ft; Cat II; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 p ate grip DOL=1.33 ,�111111//� 3) Provide ade uate drainage to prevent water ponding. ���� 4) This truss h ,been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��i 5) • This truss as been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 between the I ottom chord and any other members. tall by 2-0-0 wide will fit\\�' •' G•E N• • • �7 : Q�.'• �,� . S� •'. 92 �� 6) Provide mec apical connection (by others) of truss to bearing plate capable of withstanding 864 lb uplift at joint 2 and 864 Ito uplift at joint : 0- s. N�i6 7) Girder Carrie 'hip end with 7-0-0 end'setback. � * •• / •� 8) Hanger(s) or er connection device(s) shall be provided sufficient to support concentrated load(s) 475 lb down and 326 lb up of 13-0-0= and 475 lb do'�n and 326 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of .O / c, others. $ t T E O F : 44/ Z' 9) In the LOAD SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) tandard 01 • . 4 Q R \ �, \,�� 1) Unfolrm Loads tpl�crease=1.25, Plate Increase=1.25 SS/O N A1-�\,�,,, Vert: 1 3=54, 3-5=-112(F=-59), 5-7=-54, 2-10=20, 8-10=-42(F=-22), 6-8=-20///���` • llads 1111111 Concentrated L (Ib)' Vert: 1 °-475(F) 8=-475(F) FL Cert. 6634 I December 29,2010 A wdRNIN(i- - ii y design pa, netans nd READ N07ES ON MSAAW INCLIMED MITBKREFEREMCEPAGE IW-7473 . IO-'oa BEFORE USE. Design valid for u e only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of d sign paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral supp f of individual web members only. Additional temporary bracing to insure stability during construction is the responsibtlfity of the erector. Addition I permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek` P .R—PEafON fabrication, quart control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB.89 and BCSI Building Component Safety Information i omponen from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tamp Parke Blvd. �ovallable Tampa, FL 33613610.4115 Job Truss Truss Type Oty Ply Groza - Datilto T3961301 69876 ` GRB COMMON 1 Job Reference (optional) Chambe 'iTruss Inc., Fort Pierce FI.34982 7.140 s Oct 12009 MTek Industries, Inc. Wed Dec 29 08:16:51 2010 Page 1 I 1-0 7-0-12 2-11 4 2-11.4 6-8-4. I Scale = 1:34.0 5x6 M1120 = 4 2x3 M1120 II 2x3 M1120 11 5.00 F12 5 3 I 6 2 n �1 Io 10 8 11 7 12 13 14 9 3I10 M1120 % 8x10 M1120 = 5x6 M1120 = 10x10 M1120 = 4x8 M1120 = 7-0-12 12-11-4 19-7-8 7-0-12 5-10-8 6-8-4 Plate Offsets k 2:0-3-1 0-1-8 :0-3-8 0-5-0 9:0-3-80-4-0 LOADING (ps SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.57 Vert(LL) 0.21 7-9 >999 360 M1120 249/190 TCDL 7. Lumber Increase 1.25 BC 0.85 Vert(TL) 0.39 7-9 >586 180 BCLL 0. Rep Stress Incr NO WB 0.76 Horz(TL) 0.07 6 , n/a. - n/a BCDL 10. l Code FBC2007/TP12002 (Matrix) Weight: 202 lb LUMBER BRACING TOP CHORD X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-4 cc purlins. BOT CHORD X 6 SYP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 8-8-6 oc bracing. 8: 2 X 6 SYP 240OF 2.0E WEBS X 4 SYP No.3 II REACTIONS (!(1/size) 6=575810-3-8, 2=3827/0-8-0 ax Horz 2=119(LC 5) ax Uplift6=2229(1_C 6), 2=1874(LC 5) FORCES (lb) - I, ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=9047/4219, 34=8928/4302, 4-5=9576/4078, 5-6=-9679/3996 BOT CHORD-9=-3860/8232, 7-9=2600/6060, 6-7=3570/8812 WEBS 7=-1792/4751, 4-9=-2170)3751 NOTES 1) 2-ply truss to b connected together with 10d (6.131"x3") nails as follows: Top chords co 'hated as follows: 2 X 4 = 1 row at 0-9-0 oc. Bottom chords 'I nneted as follows: 2 X 6 - 2 rows at 0-7-0 cc. tJ111 1 1 11�I,, Webs connect d as follows: 2 X 4 - 1 row at 0-9-0 oc. ,%% fee 12) All loads are co sidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply ,�� \Q .0 A� • `(,j �j� connections he a been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. for design. • ♦'� \V • C E N xX - S�'•; 9�f �� 3) Unbalanced ro live loads have been considered this Lumber ♦♦ �\ Q 2 4) Wind: ASCE 7- 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); 'drip ♦ DOL=1.33 plate'DOL=1.33 1 6 5) This truss has b an designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has Ban 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 fits I between the bo om chord and any other members. — 7) Provide mechan I connection (by others) of truss to bearing plate capable of withstanding 2229 lb uplift at joint 6 and 1874 lb uplift at ,I •: joint z, T E OF '3) Hanger(s).or oth _�/ connection device(s) shall be provided sufficient to support concentrated load(s) 2057 lb down and 1224 lb up at Qom.•• 1r 7-0-12, 962 lb d n and 497 lb up at 9-0-12, 1075 lb down and 364 lb up at 11-0-12, 957 lb down and 336 lb up at 13-0-12, 1014 lb Q •� �0 ,c� Q •` `Ss�O�,% down and 322 lb 'l.p at 15-G-12, and 1014 lb down and322 lb up at thersnd 1014 lb down and 322 lb up at 19 0-12 on bottom chord. responsibility of The design/sele ion of such connectiondevice(s) is the r 1�ldard fill lilt % LOAD CASE(S) S . 1)lRegular: Lumber ncrease=1.25, Plate Increase=1.25 Uniform Loads (pl Vert: 1-4 1154, 46=-54, 2-6=20 FL Cert. 6634 i December 29,2010 Continued on oacie 2 AWARMNO-V gdmigrtpa cf, s,andREADNOTESON779BANDINCLUDED1N►7EB'RBPBRENCBPAOBM-7473ren.10-'08BEFORE.ETSB. • Design valid for use', ny with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of des) n enters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral f Individual Additional temporary bracing to Insure stability during construction is the responsibillity of the MITeK• support web members only. erector. Additional ermanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER- PLFFDXM.` fabrication, qualify ontrol, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information ailable from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610-4115 i Job f'� Truss Truss Type Qty Ply Groza - Datilio T3961302 698 6 GRC MONO HIP 1 1 1mbers Job Reference o tional Ch Truss Inc., Fort Pierce FI.34982 7.140 s Oct 12009 MiTek Industries, Inc. Wed Dec 29 08:16:52 2010 Page 1 I O i 7-M 12-6-4 17-0-8 21 &-11 27-1-0 I 1-0-0 7-M 5-6-4. 4 63 5b4 Scale=1:48.9 l i 7x8 MII20 3x4 M1120 = 54 M1120 = 3x5 M1120 = 5x6 M1120 = j 5.o0 12 3 14 15 4 16 17 5 18 196 20 21 7 cle 2 ;1 o i WO M1120 = 13 22 23 12 24 11 25 10. 26 27 9 28 29- 8 2x3 M1120 11 3x4 M1120 = 5x8 MII18H WB = 4x8 M1120 = 5x6 M1120 = 3x8 M1120 11 I 1 I 1 7-M 11-7-15 17-0-8 22-5-0 27-1-0 4-7- 7-M 4-7-15 5.4 8 5� 8 15 Plate 0 ets 2:0=10-6 0-0-10 3:0-4-0 0-2-2 5:0-3-0 0-3-0 LOADIN (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL ' L, 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.36 10-12 >880 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.61 10-12 >527 180 M1118H 195/188 BCLL 0.0 Rep Stress Incr NO . WB 0.57 Horz(TL) 0.15 8 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 133 lb LUMBER I� BRACING TOP CH i D 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins, except BOT CHO D 2 X 4 SYP M 30 end verticals. WEBS 2 X 4 SYP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 4-2-9 cc bracing. 7-9: 2 X 4 SYP M 30 WEBS 1 Row at midpt 7-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO (lb/size) 8=2077/Mechanical, 2=2106/0-8-0 Horz 2=187(LC 5) ° IMax Max Uplift8=-1218(LC 4), 2=1201(LC 5) FORCES p) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR , 2-3=-4552/2559, 3-4= 4958/2882, 4-5=-4669/2726, 5-6=-4675/2732, 6-7=-2730/1579, 7-8=1989/1218 BOT CHOR , 2-13=-2393/4104, 12-13=2404/4138, 10-12=-3001/5060, 9-1 0=-1 928/3228 WEBS 3-13=-224/710, 3-12=579/973, 4-12=336/394, 4-10=-469/332, 5-1 0=-453/41 9, 6-10=-964/1736, 6-9=1622/1140, 7-9=-1805/3149 ,��►111111/j� NOTES % 1) Wind: AS 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate DOL=1.33 \�' •' • • •• grip ��, Ci E N 2) Provide ad drainage to prevent water ponding. •� `\,� SF•' quate ,�� Q � 3) All plates a MT20 plates unless otherwise indicated. - 4) This truss las been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. vs—r 1 z 6 5) • This truss alas 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 th a bottom chord and any other members. 6) Refer to gir er(s) for truss to truss connections. •� 7) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 1218 lb uplift at joint Band 1201 Ib uplift at r ;. T E OF Z. joint 2. �� SAY 8) Hanger(s) o other connection device(s) shall be provided sufficient to support concentrated load(s) 129 lb down and 189 lb up at 7-0-0. A, 117 lb down sand 142 lb 9-0-12, 117 lb down and 142 lb up at 11-0-12, 117 lb down and 142 lb 13-0-12, 117 lb down 142 •. ; •• \ up at up at and O R \ �� =12, ss ' • • •�G lb up at 15- 117 lb down and 142 lb up at 17-0-12, 117 lb down and 142 lb up at 19-0.12, 117 lb down and 142 lb up at 21-0-12, �j� • • ... • �� `Iwn �O and 117 Ib d and 142 lb up at 23-0-12, and 117 lb down and 142 lb up at 25-0-12 on top chord, and 542 lb down and 258 lb up at �I� N A1- 7-0-0, 93 lb sown at 9-0-12, 93 lb down at 11-0-12, 93 lb down at 13-0-12, 93 lb down at 15-0A2, 93 lb down at 17-0-12, 93 lb down at 19-0-12, 93 I down at 21-0-12, and 93 lb down at 23-0-12, and 93 lb down at 25-0-12 on bottom chord. The design/selection of such "vice(s) connection d is the responsibility of others. ' 9) In the LOAD ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). FL Cert. 6634 LOAD CASE(S)�IStandard December 29,2010 Continued on a . e 2 AWdRMN 's Ver(fg dsign pa:vrnctrs dREAD N07ES OX IMSARD XCLUDED IMEKREFEREMCEPAGSMR-747a r . 10-'09 BEFORE USE. Design -valid f use only with MTek connectors. This design is based only upon parameters shown, and is for an individual. building component. -, �R Applicability design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral su port of individual web members only. Additional temporary bracing to insure stability durinf7 construction is the responsibillity of the ' MiTek ' erector. Addi onal permanent bracing of the overall structure is the responsibility of the building designer. or general guidance regarding fabrication, q Iity control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Informa on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. POWER-PCRM.K- 69D4 Parke East Blvd. ICI Tampa, FL 33610-0115 Job Truss Truss Type Qty Ply Groza - Datilio T3961303 69876 I GRD HIP 1 1 Job Reference o tional Chambers Tilss Inc., Fort Pierce FI. 34982 7.140 s Oct 1 2009 MTek Industries, Inc. Wed Dec 29 06:16:54 2010 Page 1 14-0 7-0-0 4-10-0 4&-2 4-7-14 7-M Scale=1:50.2 I 7x8 MI120 2x3 M1120 II 7x8 M1120 3x4 M1120= 5.00 12 3 i 13 14 4 15 16 5 17 18 6 I C nn 7 2 �1 Io 0 4x8 I 1120= 12 19 20 11 21 10 22 9 23 24 8 48 M1120 = 2x3 M1120 11 2x3 M1120 11 3x5 M1120 =5x12 M1118H WB = 3x10 M1120 I i I 7-0-0 11-7-14 16-4-2 21-0-0 28 0-0 I 7-0-0 4-7-14 4- 4-7-14 7-0-0 Plate Offsets X 2:0-0-6 0-0-2 3:0-4-0 0-2-2 6:0-4-0 0-2-2 :0-0-6 0-0-2 LOADING (ps SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20 0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.44 9-11 >746 360 M1120 249/190 TCDL 7. Lumber Increase 1.25 BC 0.91 Vert(TL) -0.73 9-11 >449 180 MII1SH 195/188 BCLL 03 Rep Stress ]nor NO WB 0.45 Horz(TL) 0.21 7 , n/a n/a -BCDL 101 n Code FBC2007ITP12002 (Matrix) Weight: 125lb LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins. BOT CHORD X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-8 oc bracing. WEBS X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. Ilb/size) REACTIONS 7=2170/0-8-0; 2=2249/0-8-0 ax Horz 2=90(LC 5) ax Uplift7-1178(LC 6), 2=-1298(LC 5) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-3=-4894/2719, 3-4=-5545/3211, 4-5=-5556/3226, 5-6=-5557/3226, 6-7=-4906/2737 BOT CHORD 2-12=-2424/4414, 11-12=-2435/4448, 9-11=-3131/5577, 8-9=-2451/4461, 7-8=-2440/4426 WEBS ` 3-12=-224/718, 3-11=-800/1418, 4-11=-560/488, 5-9=-529/474, 6-9=-785/1409, 6-8=-237/721 NOTES 1) Unbalanced cof live loads have been considered for this design. 2) Wind: ASCE -05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber ,,,11111111/l,�, DOL=1.33 pl 1te grip DOL=1.33 3) Provide ade uate drainage to prevent water ponding. ,,,`\ 4) All plates are T20 plates unless otherwise indicated, -, • • G N S '• ,9 ��, live loads.Q�..'� F�'•� 5) This truss he been designed for 10.0 psf bottom chord live load nonconcurrent with any other V� �j 6) • This truss h s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle3-&0 tall by 2-0-0 wide will fit 1 6 between the '0ttom chord and any other members. + 7) Provide mec nical connection (by others) of truss to -bearing plate capable of withstanding 1178 lb uplift atjoint 7 and 1298 lb uplift at ` joint 2. I 8) Hanger(s) or ther connection device(s) shall be provided sufficient to support concentrated load(s) 129 lb down and 189 lb up at 7-0-0, 117 lb down d 142 lb up at 9-0-12, 117 lb down and 142 lb up at 11-0-12, 117 lb down and 142 lb up at 13-0-12, 117 lb down and 14Z . ;. $T TE OF : 4UZ lb up at 14-1 , 117 lb down and 142 lb up at 1 &11-4, and 117 lb down and 142 lb up at 1 B-11-4, and 169 lb down and 189 lb up at .00 • 9-0-12, 93 lb down 11-0-12, 93 lb down at 13-0-12, 93 lb 21-0-0 on top chord, and 542 lb down and 258 lb up at 7-0-0, 98 lb down at at 1 and 93 lb down 18-114, 542 lb down and 258 lb up at 20-11 4 on bottom chord. The •. Q,•' down at 14-1 -4. 93 lb down at 16-11-4, at and R ��,�� ,� 14 • • 1 desigNselecti n of such connection device(s) is the responsibility of others. ,� ,,,,S�ONA� 9) In the LOAD 1PSE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11� LOAD CASE(S) ,Standard 1) Regular: Lum Iler Increase=1.25, Plate Increase=1.25 Uniform Load (plo FL Cert. 6634 Vert: 3-6=-54, 6-7=-54, 2-7=-20 I�3=-54, December 29,2010 Continued on p a e 2 ® WdRNIN6 �Ver{fg daviyn pmmncfe m d!RBdD.N07ES ON7WSAM INCLUDED MITBKREPBRMCBPAGEIMIT-7473 reu. 20•'08 BEFORE USE. Of Design valid f Applicability o use only with MiTek connectors. This design Is based only upon parameters shown, and Is loran Individual building component. ddesign paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral su port of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek' - erector. Addi `I fabrication, q onal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ty control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BC51 Building Component brin PQWER=P9R"RN.•- 6904 Parke East Blvd. Safety Inform. Qilable fTPlate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. available from Truss Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Graze - Datilio T3961304 ` 69B76 GRE HIP 1 1 1 Job Reference (options[) Chambers T °ss Inc., Fort Pierce FI. 34982 7.140 s Oct 1.2009 MiTek"Industries, Inc. Wed Dec 29'08:16:55 2010 Page 1 -0 0 64-0 9-0-0 i 10-0-0 1-0-0 3-0-0 3-0-0 3-0-0. Scale=1:21.8 This truss is NOT symmetric. Proper orientation is essential. 4x4 M1120 4x4 MII20� it 5.00 12 3 9 4 " I R 5 2 6 Io 8 10 7 3x4 M1120 = i I I 3x4 M1120 = 2x3 M1120 I I 2x3 M1120 11 3x8 M1120 I I 3 6.4-0 8-8-0 9-0-0 - 3-0-0 3.4-0 2-4-0 0 8-0 Plate Offsets X 5:0-1-14 0-0-2 5:0-0-8 1-3-2 LOADING (p' I SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 2 10 Plates Increase 1.25 TC 0.20 Vert(LL) -0.01, 7 >999 360 M1120 249/190 TCDL 7 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.02 7-8 >999 180 - BCLL 0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.01 5 n/a n/a BCDL 1 1 Code FBC2007/TP12002 (Matrix) Weight: 38 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD, 2 X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be WEDGE Right: 2 X 6 S installed during truss erection, in accordance with Stabilizer P No.3 Installation guide. I REACTIONS, I(lb/size) 2=412/0-8-0, .5=418/0-8-0 ax Horz 2=-49(LC 6) ax Uplift2=-269(LC 5), 5=-264(LC 6) ax Grav 2=412(LC 7), 5=418(LC 1) .FORCES (lb Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-570/229, 3-4=-494/227, 4-5=-571/237 BOT CHORD 2-8=-180/486, 7-8=-176/494, 5-7=-179/485 NOTES 1) Unbalance i . oof live loads have been considered for this design. 2) Wind: ASG 7-05; 14 0mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; xp h=12ft; Cat. 11; EB; enclosed; MWFRS (low-rise); cantilever !I �Illllll//1� right expos 3) Provide ad Lumber DOL=1.33 plate grip DOL=1.33 , I�� ' uate drainage to water J • iv. f prevent ponding. `,�� \Q � live load live loads. • 4) This truss • h s been designed fora 10.0 psf bottom chord nonconcurrent with any other �� • , 'as bottom in 3-6-0 tall by 2-0-0 fit • G E N S'�•. q2 i� 5) This truss been designed for a live load of 20.Opsf on the chord all areas where a rectangle wide will ♦♦ Q\X �\ between th ottom chord and any other members. 6) Provide me 5.�• i' apical connection (by others) of truss to bearing plate capable of withstanding 269 Ib uplift at joint 2 and 264 Ib uplift at join 1 6 = I �•* 7) Hanger(s) o other connection device(s) shall be to support concentrated load(s) 11 Ib down and 28 Ib up at 3-0-0, and _ O Ib down provided.sufficient a 1 19 Ib up at 4-8-0, and 39 Ib down and 45 Ib up at 6-4-0 on top chord, and 38 Ib down at 3-0-0, and 13 Ib down at 4-8-0, lZ z 'AVAT and 28 Ib do' n at 6-3on bottom chord. The design/selection of such connection device(s).is the responsibility of others. -4 8)IntheLOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). O F : LOAD CASE( �1J Standard " ,�i�� •A< p 1 p!P`. 1) 5201 25 R ,�♦♦ Unform'Vert;1 (3I"54, 3 4=15454 6=t54, 2-5 /111111/� Concentrate Loads (Ib) Vert 13=5(F) 4=1(F) 8=-14(F.) 7=-28(F) 9=3(F) 10=-6(F) FL.Cert. 6634 December 29,2010 A W Verify design parameters =d READ_NOMS ON IMS AND INCLUDED M =REFERENCE PAGE MU-7473... 10-'08 BEFORE USE. n Valid wd Design nor use only h MTek connectors. This design is based only upon parameters shown, and Is for an individual, building component. Applicability' f design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown ' Is for laterals' oport of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector. Ad tinal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - —.Ca— rcn.-on.a- fabrication, arity control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform Nan available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 I Job Truss Truss Type City Ply Groza - Datilio T3961305 69876 AMONO TRUSS 13 1 Job Reference (optional) Cha ers Truss Inc., Fort Pierce FI.34982 7.140 s Oct 1.2009 MiTek Industries, Inc. Wed Dec 29 08:16:56 2010 Page 1 -1-0-0 1-0-0 1-0-0 1-0-0 - Refer to MiTek "TOE -NAIL" Detail for connection to Scale =1:6.6 supporting carrier truss (typ all applicable jacks on this job) 3 5.00 12 2 E o ro � 1 l j 4 i i i 3x4 M1120 = III 1-0-0 1-0-0 LOADI G (pso SPACING . 2-0-0 CSI DEFL in ([cc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.00 2 >999 360 M1120 249/190 TCDL 70 Lumber Increase - 1.25 BC_ 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 5 lb LUMBE BRACING TOP C bRD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT C RD 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. REACTI NS (lb/size) 2=13210-8-0, 4=9/Mechanica1, 3=-12/Mechanical Max Horz 2=57(LC 5) Max Uplift2=-152(LC 5)i 3=-12(LC 1) Max Grav 2=132(LC 1), 4=19(LC 2), 3=32(LC 5) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES li 1) Wind: SCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL= 133 plate grip DOL=1.33 2) This tr s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This ss 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 betwe fr the bottom chord and any other members.. 4) Refer t girder(s) for truss to truss connections. 5) Provid 'mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift atjoint 2 and 12 lb uplift atjoint 3. 'T LOAD C E(S) Standard ��, \�\P • �y qVo ` �-9; FTF ; �- .'44/ * 0. R 1. N %% ` 5/0 N A- S% I FL Cert. 6634 December 29,2010 A Verify ignpartunde,saadREAD N07F40NTY SARDfNCLGmEDMITEWREFERENCEPAGE MU-7473rev. 10-'08BEFORE USE. Design lid for use only witti MITek connectors. This design is. based only upon parameters shown, and is for an individual. building component. Applica ility of design paramenters and proper: incorporation of component Is responsibility of building designer- notJruss designer. Bracing shown Is for lat (al support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. dditlonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek` P—C. ♦v pEXFDNM.` fabricati n, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component • Safety In ormation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. itI - Tampa, FL 336144115 Job Truss Truss Type Qty Ply Graze - Datilio T3961306 69876J3 III MONO TRUSS 13 1 Job Reference (optional) - _ Chambers T ss Inc., Fart Pierce FI. 34982 I 7.140 s Oct 12009 MiTek Industries, Inc. Wed Dec 29 08:16:57 2010 Page 1 -1-0-0 3-0-0 1-0-0 3-M Scale=1:10.9 I 3 5.00 12 I I 2 I I 1 I ' 4 3x4 M1120= 3-0-0 3-0-0 LOADING (p II SPACING 2-0-0 CSI DEFL in (]cc) I/defl LId PLATES GRIP TCLL 20 D Plates Increase 1.25 TC 0.24 Vert(LL) -0.00' 2-4 >999 360 M1120 249/190 TCDL 76 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.01 2-4 >999 180 BCLL 0. Rep Stress ]nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 101 ,0 Code FBC2007/TPI2002 (Matrix) Weight: 11 lb LUMBER III BRACING TOP CHORD II2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc purlins. BOT CHORD 12 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS lb/size) 3=51/Mechanical, 2=192/0-8-0, 4=26/Mechanical ax Horz 2=99(LC 5) Max Uplif:3=43(LC 5), 2=-165(LC 5) ax Grav 3=51(LC 1), 2=192(LC 1), 4=53(LC 2) FORCES (lb), Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCEi -05; 140mph (3-second gust); TCDL=4:2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 p to grip DOL=1.33 2) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss s 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 ottom chord and any other members. 4) Refer to gird. 'r(s) for truss'to truss connections. ++++111111111 5) Provide mec connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 3 and 165 lb uplift atjoint 2.O.A�//��I, lanical LOAD CASES' Standard ��� \�' •' G E N i 1 6 r. r ` .-33 $,- TE OF �.4/ �I I� f 1111111111+++ 1 FL Cert. 6634 December 29,2010 A IVARNLW' Ver fg dcsignpa w cta andREAD N07ES ON 7WSAND INCLUDED MINKREPERENCSPAGE W-7473 rcu. 10•'08 BSFORS U5B. Design valid f 1. use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability Is for lateral su design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown port of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the "on onaI . MiTek' erector. Addi fabrication, a permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding plity control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component -WER-PERM"..- 6904 Parke East Blvd. SafetyInforma on available from Truss Plate Institute, 781.N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 ` hl Job Truss Truss Type Qty Ply Groza - Datilio T3961307 6987 i J5 MONO TRUSS 10 1 Job Reference (optional) Charlibers Truss Inc., Fort Pierce FI. 34982 7.140 s Oct 12009 MiTek Industries, Inc. Wed Dec 29 08:16:57 2010 Page 1 5.0-0 I i Scale = 1:15.1 � I , I 3 5.00 12 i I i � N r I 1 4 N i 2 4 I I 3x4 M1120 = 6-M 5-M LOADI IG (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.03 2-4 >999 360 M1120 249/190 TODL ` 7.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0:07 2-4 >809 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL II 10.0 Code FBC2007/TP12002 (Matrix) Weight: 17 lb I LUMBE BRACING TOP CH RD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOTCH RD 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 stallation cluide. REACTI ,NS (lb/size) 3=114/Mechanical, 2=257/0-8-0, 4=46/Mechanical Max Horz 2=142(LC 5) Max Uplift3=-109(LC 5), 2=-181(LC 5) Max Grav 3=114(LC 1), 2=257(LC 1), 4=93(LC 2) FORCES (lb) - Max. Comp./Max. Ten: - All forces 250 (Ib) or less except when shown. I NOTES 1) Wind: CE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1 3 plate grip DOL=1.33 2) This tru has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3) ' This t ss 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 I betwee the bottom chord and any other members. 4) Refer t irder(s) for truss to truss connections. , 5) Provide echanical connection (by others) of truss Wbearing plate. capable -of withstanding 109 lb uplift at joint 3 and 181 lb uplift at joint 2. ,`,.%% •3• • •O:qF'�� ` , E N s�c••,�i) LOAD. CA E(S) Standard ••\,�G ���' $ t TE OF ` % I I FL.Cert. 6634 I December 29,2010 AW Ver(fydesignpammete m%d! READ NOTESON7WSAND INCLUDBDI=KREP6RENCEPAGE MU-747.3 10-'08BBFOREUSE. Design v 'd for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Appliofdesign paramenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for later I support of Individual web members only. Additional temporary bracing to Insure stability dudng construction is the respohsibillity of the erector. ;tlditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fobricatio , quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component Safety Info ation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. vowcR m acnra' Parke 6904 Parke East Blvd. EastBlvd. Tampa, 3 Ply I Groza - Datilio T39613081 Chambers %ss Inc., Fort Pierce FI. 34982 Type )TRUSS 1-0-0 1 7-M 3x4 M1120 = LOADING (p f) SPACING 2-0-0 TCLL 200 Plates Increase 1.25 TCDL 76 Lumber Increase 1.25 BCLL 00 Rep Stress Incr YES BCDL 10,6 Code FBC2007/TP12002 LUMBER TOP CHORD 1�,2 2 X 4 SYP M 30 BOT CHORD X 4 SYP N0:3 1 Job Reference (optional) 7.140 s Oct 12009 MiTek Industries, Inc. Wed Dec 29 08:16:58 2010 Page 1 Scale = 1:19.1 1 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.36 Vert(LL) -0.12 2-4 >688 360 M1120 249/190 BC 0.74 Vert(TL) -0.29 24 >275 180 WB 0.00 Horz(TL) -0.00 3 n/a n/a (Matrix) Weight: 23 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide, REACTIONS Il,�lb/size) 3=171/Mechanical, 2=328/0-8-0, 4=66/Mechanical Max Horz 2=186(LC 5) �1Aax Uplift3=-166(LC 5), 2=-205(LC 5) r,ax Grav3=171(LC 1), 2=328(LC 1), 4=133(LC 2) FORCES (Ib) - Max. Comp./Max. Ten: - All forces 250 (lb) or less except when shown. I NOTES 1) Wind: ASC 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 p to grip DOL=1.33 2) This truss h been designed for 10.0 psf bottom chord live load.nonconcurrent with any other live loads. 3) . This truss I s 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 , ottom chord and any other members. 4) Refer to gird r(s) for truss to truss connections. 5) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 3 and 205 lb uplift atjoin 2. Standard -10 ��Q� .•�'�� E NSF•.; 92•� i 1 6 � r r � 0;� T E OF •�: "';S910NA1- FL Cert. 6634 December A igaparvrnetas.andREADN07ES OMMSARmINCLUDED ffi7BKREFERENCEPAGBM-7473.rea.20•'08BSFOREUSE. ' Design valid f ' r use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �a Applicability ;fi design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is the the MiTek' is for laterals erector. Add port of individual web members only. Additional temporary bracing to Insure stability during construction responsibillity of 'onal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding rcwcq,o Pcrt,vns•, 'I fabrication, q ality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Inform lion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4116 Job Truss Qty Ply Groza - DalilioT3961309 fl 69876 JU F-..TYP. SS 1 1 ' Job Reference (optional) Chambers Truss •c., Fort Pierce FI. 34982 7.140 s Oct 1.2009 MiTek Industries, Inc, Wed Dec 29 09:04:08 2010 Page 1 -1-0-0 1-M 1-0-0 1-M Scale = 1:6.5 I 3 5.00 12 I 2 m 0 i 1 4 Provide bearing connection(s) to resist horizontal reaction(s) shown. Failure to do so voids this design. 1-0-0 1-0-0 Plate Offsets X Y 2:0-3-00-1-8 LOADING (psf) i SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 - Vert(LL) -0.00 2 n/r 180 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.00 2 n1r 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 5lb LUMBER BRACING TOP CHORD 2 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS Ib ize 4=10/Mechanical,"3=121/Mechanical Me Harz 4=41 1LC 5 3=-354 LC 5 Ma, Mai Uplift 4=17(LC 3), 3=-138(LC 5) Grav 4=20(LC 2); 3=121(LC 1) FORCES (lb) - M . Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 • =-383/299 BOT CHORD 2 =-276/411 NOTES I 1) Wind: ASCE 7-0, ; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); cantilever left exposed; Lumber DOL=1.33 plate rip DOL=1.33 " 2), This truss has b' ' n designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has an 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 m I�nbars. 4) Refer to girder(s Igor truss to truss connections. 5) Provide mechani I connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 4 and 138 lb uplift atjoint 3. e ,11111111�j LOAD CASE(S) S ndard 1 . O `,,`\�\� •��n, 1 6 ' lZ ;z " SWAT E O F .' 44/ �'`Q•c�••• • <. R O P' ♦ ��• F O 1 E�`,, Illllll i FL Cert. 6634 December 29,2010 I WdRNIN -V.'(r8 9RP dsi mwnelers.and "RBdDN07ES ON7YlISAND INCLUDED h117EKREF&REhfCSPAGE! 8IIF7473rcn.10•'08BEFORE USE. Design valid Applicabifi nr use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. f design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral S erector. Add sW port of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the • ional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek" ' POWER m P6RFDRM- fabrication, ality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component '.,'on 6904 Parke East Blvd. I Safe}y Inform available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL33610-4115 Job Truss Truss Type Qty Ply Graze - Datilio T3961310 69876 KJ3 MONO TRUSS 1 1 Job Reference (Options]) ChambersTru s I Inc., Fort Pierce FI. 34982 7.140 s Oct 12009 MiTek Industries, Inc. Wed Dec 29 08:16:59 2010 Page 1 15 0 4-2-3 Scale=1:10.9 3 i I 3.54 12 a7 2 5 I 4 1 3x4 M1120 4-2-3 4-2-3 LOADING (p SPACING 2-0-0 CSI DEFL in (loc) I/deft. Ud PLATES GRIP TCLL 2 0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.01 2-4 >999 360 M1120 249/190 TCDL 7 0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.02 2-4 >999 180 BCLL OQ Rep Stress [nor NO WB 0.00 Hbrz(TL) -0.00 3 n/a n/a BCDL 1 1111 0 Code FBC2007/TP12002 - (Matrix) Weight: 15 lb LUMBER ` BRACING TOP CHORD 2 X 4 SYP.M 30 TOP CHORD Structural wood sheathing directly applied or 4 2-3 oc purlins. BOT CHORD 2 X 4 SYP M 30 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, �(Ib/size) 3=52/Mechanical, 2=158/0-11-5, 4=27/Mechanical Max Horz 2=62(LC 3) ax Uplift3=-33(LC 3),2=-164(LC 3) ` ax Grav 3=52(LC 1), 2=158(LC 1), 4=65(LC 2) FORCES (lb Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASC 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 ate grip DOL=1.33 ' 2) This truss h ' s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between th `bottom chord and any other members. 4) Refer to gir r(a) for truss to IT connections. ,,1111111//� 5) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 3 and 164 lb uplift at joint 2. o% 3 6) In the LOA CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). % �Q ' LOAD CASE( �``--���,�-.••BEN'••. Standard �,\ 1) Regular: Lu Lo �` Qom..'' i bar Increase=1.25, Plate Increase=1.25 i - 1 tz6 •; Uniform Ve �s (plf) 1-5=54 Trapezoidal oads (plf) — / Ve i 5=0(F=27, 6=27)-to-3=-56(F=-1, B=-1), 2=-2(F=9, B=9)-to-4=-21(F=-0, B=0) ?� S; T E OF :•44/ Al S0 - N M- 1h[rr/l FL Cert. 6634 i December 29,2010 W • VerVy deT iiapa met r and READ NOTES ON7WS AND INCLUDED f=KREFERENCSPAGB bW-7473 rru. 10-108 BEFORE USE. • Design�valid or use onl with fvllTek connectors. This design Is based on upon ammeters shown and is for an Individual building component. ' Y. 9 b P P � 9 P Applicabili Is for lateral f design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown support of individual web members only. Additional temporary bracing to insure stability during aonsirucilon is the responsibility of the MiTek` erector. Ad fabrication, i ional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding uality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 'a, POWEF *o PEFPOaK' 6904 Parke East Blvd. Safety Infer Ron available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL33610-4115 Job Truss Truss Type - Qty Ply Groza - Datilio T3961311 69876 KJ7 MONO TRUSS 5 1 Job Reference (optional) Chambers Tn s Inc., Fort Pierce FI. 34982 7.140 s Oct 12009 MiTek Industries, Inc. Wed Dec 29 08:17:00 2010 Page 1 73-5 , 9-10-1 , 73-5 2-6-12 Scale=1:20.9 4 3x4 M1120 N 3 3.54 12 ci i 8 2 1 1 7 6 2x3 M1120 11 3x4 M1120 =5 3x4 MII20 = I I " - 73-5 9-10-1 7-3-5 2�-12 Plate Offsets X 6:0-1-4 0-1-8 LOADING (p I iD SPACING 2-0-0 CSI DEFL in ([cc) I/deft L/d PLATES GRIP TCLL 2 �0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.05 2-7 >999 360 M1120 249/190 TCDL 70 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.13 2-7 >869 180 BCLL C 0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 10 i0 Code FBC2007/TP12002 (Matrix) Weight: 40lb LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHOR 12.X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc 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 uide. REACTIONS (lb/size) 4=66/Mechanical, 2=390/0-11-5, 6=516/Mechanical Max Horz 2=222(LC 3) " Maz Uplift4=-72(LC 3), 2=-240(LC 3), 6=-266(LC 3) FORCES (It) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD' 2-3=607/168 BOT CHORD 2-7=-308/548, 6-7=-308/548 WEBS 3-7=0/306, 3-6=-736/414 NOTES 1) Wind: ASC : 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 Nate grip DOL=1.33 , 2) This truss ths been designed for a 1r0.0 psf bottom chord live load nonconcurrent with any other live loads. �� I I I I I IIIf 3)' This trussas been designed fora 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 O, between th i bottom chord and any other members. �j • 4) Refer to gh er(s) for .truss to truss connections. ��, �� • E N S�•••92 �i� truss to bearing 72 lb uplift at joint 4, 240 lb uplift at joint 2 and: 5) Provide m hanical connection (by others) of plate capable of withstanding Q.r.•. �,� 266 lb uplif at joint 6. . - 1 6) In the LOA CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6 LOAD CASE ) Standard 1) Regular: L ber Increase=1.25, Plate Increase=1.25 Uniform Ve'd1(elf) �� ;, $ I ATE OF : 44/ 141 Z. Loads ; �,� •.� A, Trapezoidal Vei (plo Q •: _, 8=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 2=-2(F=9, B=9)-to-5=-49(F=-15, B=-15) O R ♦ Q,.• N A- iO I FL Cert. 6634 .December 29,2010 I AWARNL Ver{fgdeigapar rnete,sandREAD N07P.SONIMSAND INCLUDED h1r=REFERENCEPAGE MU-7473a .10'08BEFORE USE. Design vali for use any with MiTek connectors. This design is based only upon parameters shown; and Is for an individual building component. ApplicaUli Is for latera,support ' of design par enters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Individual Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek' erector. of web members only. A di ional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding PQWER M PERr9RM.- fabricotion I quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info a8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 3361D-4115 II i Job ` Truss Truss Type Qty Ply Groza - Dat110 T3g61312 69876 j KJA MONO TRUSS 1 1 Job Reference (optional) Chaml ers i Truss Inc., Fort Pierce FI. 34982 7.140 s Oct 12009 MiTek Industries, Inc. Wed Dec 29 08:17:01 2010 Page 1 21-3 -i I 15-0 2.93 Scale = 1:8.7 3 I i 3.54 12 2 I q � 1 I 4 l 3x4 M1120 = . 293 . 2-9-3 LOAD 4G (ps( SPACING 2-0-0 CS] DEFL in (loc) I/deft Lid PLATES GRIP TCLL. 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.00 2-4 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0:00 24 >999 180 BCLL 0.0 Rep Stress [nor NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight 11 lb LUMB R BRACING TOP C l ORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT C l ORD 2 X 4 SYP M 30 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. REAC ONS (lb/size)-3=28/Mechanical, 2=221/0-11-5, 4=24/Mechanical Max Horz 2=75(LC 3) Max Uplift3=-27(LC 4), 2=-221(LC 3) Max Grav 3=28(LC 1), 2=221(LC 1), 4=47(LC 2) FORC S (lb), - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTE 1) Win• ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DO 1.33 plate grip DOL=.1'.33 2) This ss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • Thi 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 be en the bottom chord and any other members. - 4) Refe to girder(s) for truss to truss connections: ,,�►111111/�� 5) Prov i e mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift atjoint 3 and 221 lb uplift at joint 2. �%`` J O, LOADCASE(S) Standard \\'\�' •E 1 6 SIA TE OF :•44/00 Al f ����` • OR 1 C? • �` E��``% 0 N A� FL Cert. 6634 December 29,2010 I A dRMM _ Ve,•{ jy design parametas and READ NOTES ON7WS AB87INCLUDED XrTBKREFERENCB PAGED f-7473 rm. 10 '08 BBFORS USE. De i nvalid for useonly with MTek connectors. This design is. based only upon parameters shown, and Is for an individual building component. Ap Is f< Icabllity of design paramenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity the . MiTek` ere of tor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER m pEq,yRM.' fat cation, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteiia, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SobInformation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 336104115 it Job i Truss Truss Type Qty Ply Graze - Datilio T3961313 69876 KJB MONO TRUSS 1 1 Job Reference (optional) Cham ars Truss Inc., Fort Pierce FI. 34982 7.140 s Oct 12009 MiTek Industries, Inc. Wed Dec 29'08:17:01 2010 Page 1 -1-5-0 1-2-2 I 15.0 1-2-2 I Scale =1:6.3 3 3.54 12 2 19 0 i i 1 I' 4 i 3x4 M1120 = i i i 1-2-2 1-2-2 LOADING (psf) 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) -0.00 2 >999 3.60 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 - 3 n/a n/a BCD j 10.0 Code FBC2007/TP12002 (Matrix) Weight: 6 lb LUM ER BRACING TOP ' HORD 2 X 4'SYP M 30 TOP CHORD Structural wood sheathing directly applied or 1-2-2 oc purlins. BOT HORD 2 X 4 SYP M 30 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 auide. REA I IONS (lb/size) 2=180/0-8-0, 4=11/Mechanical, 3=-27/Mechanical Max Horz 2=52(LC 3) - Max Uplift2=-212(LC 3), 3=-27(LC 1) Max Grav 2=180(LC 1), 4=22(LC 2), 3=56(LC 3) FORCES I (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wi : ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DO - 1.33 plate grip DOL=1.33 - �is 2) Thi truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • T 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 bet een the bottom chord and any other members. 4) Reftr 5) Prc to girder(s) for truss to truss connections. �I111111 //� 'I ide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 lb uplift at joint 2 and 27 lb uplift atjoint 3. LOAE ICASE(S) Standard ����\P' G E N S,7F�' i- � J 1,6 • ~ 1 1 ?� •• S _ATE OF : 44I ON A e%%%% FL Cert. 6634 i December 29,2010 ' Waimma . VffVy d=f9a pammetasand R&W N07PS ON77HS AND INCLUDED M=REPERENCB PAGE W-7473 reu. 10-'08 WORE USE. sign valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. is pllcability of design paramenfers and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing.shown or lateral suFport of individual web members only. Additional temporary bracing to Insure stability dur ng construction is the respons1 Ili of the ctor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' rowca,u rcamnM• f rication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S fety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 3361D-4115 Job Truss Truss Type Qty Ply Groza - Datilio T3961314 69876 KJC MONO TRUSS 1 1 Job. Reference (optional) Chambers Tru s Inc., Fort Pierce Fl. 34982 7.140 s Oct 1 2009 MiTek Industries, Inc. Wed Dec 29 08:17:02 2010, Page 1 1 5-0 4-2-3 Scale=1:10.9 4 3.54 12 3x5 M1120 I I m 19 3 7 � 1 3x4 M1120 = 5 I i 6 3x4 M1120 = 0-10-9 4-2-3 0-10-9 3-3-10 Plate Offse X 2:0=5-12 0-0-5 2:0-0-0 0-0-6 3:0-2-12 0-1-B LOADING I psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 50.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.00 5-6 >999 360 M1120 249/190 TCDL � .0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 5-6 >999 180 BCLL j0.0 Rep Stress Incr NO WB 0.01 Horz(TL) -0.00 4 n/a n/a BCDL 0.0 Code FBC2007/TPI2002 (Matrix) Weight: 15 lb LUMBER I BRACING TOP CHO �p 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHO p 2X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 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. REACTIC11 All bearings Mechanical except at --length) 2=0-11-5, 6=0-11-5. (It Max Horz 2=60(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 4 except 2=-240(LC 3) Max Grav All reactions 250 lb or less atjoint(s) 4, 2, 5, 6 FORCES lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) .Wind: A CE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Grp B; enclosed; MWFRS (low-rise); cantilever left exp 'd ;Lumber DOL=1.33 plate grip DOL=1.33 2) This tru I has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This tr ss 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 betwee 'the bottom chord and any other members. //// 4 Refer t 5) Provide � ♦♦♦11111111 irder s for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except (jt=lb) 2=240. �Q� 6) In the L ,�♦♦♦ AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). N ��� �\ (}•E LOAD CA ,, E(S) Standard : Q 1) Regula Lumber Increase=1.25, Plate Increase=1.256Unifo ;Loads (plf)ert:1-7=-54Trapez I-T dal Loads (plf)art: 7=0(F=27, B=27)-to-4=-56(F=-1, B=-1), 2=-2(F=9, B=9)-to-5=-21(F=-0, B=-O)OF • .0 ..4 O R , i�i�S N A� E�♦♦♦ �O i FL Cert. 6634 I December 29,2010 A-Wrvalld -Ver�gdesignparumtaf=dRGADNOTESOMIMSANDINCLiMED17I7EF:REPSRMXEPAGE W-7473rev. IO-'08BEFOREUSE. Desigor use only with rvuTek connectors. This design is based only upon parameters shown; and Is for an Individual building component. ' Applf design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing, shown temporary bracing to insure during is the the MiTek' Is for erect feral support of individual web members only. Additional stability construction responsibilrity of r. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1O -p.-K. fabri Sate. Information Lion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610.4115 I I Job Truss Truss Type Qty Ply Groza - Datilio T3961315 69876 MV2 VALLEY 1 1 Job Reference (optional) Chambers TrL s Inc., Fort Pierce FI. 34982 7.140 s Oct 1.2009 MiTek Industries, Inc. Wed Dec 29 08:17:03 2010 Pagel ! . I 2-0-0 - 2-0-0 Scale =1:7.0 5.00 12 2 I (2)-16d toenails Ci 1 I ' I i I I i 3 i 3x4 M1120 i 2-0-0 2-0-0 LOADING i Psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.03 Vert(LL) n/a n/a 999 M1120 249/190 TCDL I7.0 Lumber Increase 1.25 BC. 0.03 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 0.0 Code FBC20071TPI2002 (Matrix) Weight 5 lb LUMBER BRACING TOP CHO D 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHO D 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 nuide. REACTIO S (lb/size) .1=47/2-0-0, 2=34/2-0-0, 3=13/2-0-0 Max Horz 1=28(LC 5) ' Max Uplift 1=-18(LC 5), 2=-33(LC 5) Max Grav 1=47(LC 1), 2=34(LC 1), 3=25(LC 2) FORCES (lb) - Max. Comp./Max. Ten: - All forces 250 (lb) or less except when shown. NOTES 1) Wind: CE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1: plate grip DOL=.1.33 2) Gable r °3 quires continuous bottom chord bearing. 3) This tru Is has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads. 4) ' This b ss 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 betwee the bottom chord and any other members. ,tt%J 11111111, ANSI/TPI 1 "to formula. Building designer should verify capacity of /��, 5) Bearin tjoint(s) 2 considers parallel to grain value using angle grain % j O, RF I� bearing 6) Providemechanical urface. ,� \Q ..... connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2. �� \�!.• G E N y �j s.. * 9,L.. LOAD CP :� Q ..•� E(S) Standard 1, 6 �'fl 'cam $ ATE OF J ,ti 111 FL Cert. 6634 December 29,2010 A - Ver(fydesignparwnetos dREADNOTESON7WSAWDINCLUDED WTBKREFERENCSPAGZ=-7473ren.20•'08BEFOREUSS. Desi iL fcability ' valid for use only wltnMTek connectors. This design is based only upon parameters shown, and is for an individual building component. - App of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown during is the the MiTek• is for erec pteral support of individual web members only. Additional temporary bracing to insure stability construction responsibilfity of or. Additional permanent bracing of the overall structure Is the responsibility of the building designer. or general guidance regarding -9R=PERMRR.-. fabd ation, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB•89 and BCSI Building Component 6904Parke East Blvd. Safet Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Job Truss : " . Truss Type City Ply Groza - Datilio T3961316 69876. MV4 VALLEY 1" 1 Job Reference (optional)- Chamb rs Truss Inc., Fort Pierce FI.34982 7.140 s Oct 12009 MiTek Industries, Inc:, Wed Dec 29 08:17:03 2010 Page 1 i 4-0-0 i i 4-0-0 Scale = 1:11.3 2; 2x3 M1120 " 5.00 12 i 3 3x4 M1120 % 2x3 M1120 I I - 4-0-0 4-0-0 LOAC NG (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/deft L/d PLATES GRIP TCLL. 20.0 Plates Increase 1;25 TC 0.21 Vert(LL) n/a n/a 999 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.16 Vert(TL) n/a - n/a 999 BCLL 0.0 . ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL .10.0 Code FBC2007/TPI2002 (Matrix) Weight: 13 lb LUMC R. BRACING -TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT dHORD 2 X 4 SYP.No.3 end verticals: WEB 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing be [MiTek installed during truss erection, in accordance with Stabilizer " Installation " uide. REA IONS (lb/size) 1=116/4-0-0, 3=116/4-0-0- Max Horz1=68(LC 5)' Max Uplift1=45(LC 5), 3=-73(LC 5) FOR �S (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOT 1) wilii : ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf, h=12ft; Cat. II; Exp B; enclosed;. MWFRS (low-rise); Lumber DO =1.33 plate grip DOL=1.33 2) Gal a le requires continuous bottom chord bearing. 3) Thi truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4):' T fis 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 be een the bottom chord and any other members.. 5) Prc Ide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 3. Q,����,, LOA `,,`��\Q. CASES) Standard •E N ." 1 '6 • Sr TE OF 0RI. C? % 111 FL Cert. 6634 . December 29,2010 I WARN NG - Verify design paa'vrneters d RSAD NO TES ON7WS AND INCLUDED Mf=REFERENCS PAGE MU-7473 a u.10208 BEFORS UBB. •� sign valid for use only with'MiTek connectors. This design's based only upon parameters shown; and is for an Individual. building component. l�plicability ofdesign pargmenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown temporary insure duringg is the the iTek' ;Ifor lateral support of individual web members only. Additional bracing to stability construction responsibility of rector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding _ 1 POWER m PSRFORM- f' S brication, qualify control, storage, delivery, erection and bracing, consult , ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component fetyInformation available from Truss Plate Institute, 781. N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 3361"ll 15 Job Truss Truss Type Qty Ply Groza - Datilio T3961317 69876 MV6 VALLEY 1 1 Job Reference (optional) Chamber Tr ss Inc., Fort Pierce FI.34982 7.140 s Oct 12009 MiTek Industries, Inc. Wed Dec 29 08:17:04 2010 Page 1 r 6-0-0 Scale = 1:16.3 24 M1120 I I 2 i 5.00 12 Ci Li I I I 1 I 3 3x4 M1120 % 2x3 M112o II 6-M 6-0-0 LOADING sf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 0.0 Plates Increase 1.25 • TC 0.57 Vert(LL) - n/a - n/a 999 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC •0.44 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 0.0 Code F.BC2007/TP12002 (Matrix) Weight 20 lb LUMBER BRACING TOP CHOI D 2 X 4 SYP No.3 TOP CHORD. Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHOI D 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO S (lb/size) 1=190/6-0-0, 3=190/6-0-0 Max Horz1=111(LC 5) Max Uplift 1=-73(LC 5), 3=-119(LC 5) FORCES lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: CE 7-05; 140mph (3-second gbst); TCDL=4.2psf; BCDL=3.Opsf; h=12ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1: 3 plate grip DOL=.1.33 2) Gable r quires continuous bottom chord bearing. 3) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This ss 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 betwee he bottom chord and any other members. 5) Provide 1 techanical connection (by others of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1 except Gt=1b) 3=119. ��O LOAD CA E(S) Standard `N�\�\Ci E N,9 1 6 $%I' TE OF '4J� O R � S/O N AL E�% FL Cert. 6634 December 29,2010 ®IN" q Ver.fgdesignparame. s etdm READNOMSOMMSAIINCLUDEDMTRKREFBRENCBPAOEM17473rev 10•'08BEFORE VSE. ��• Des] I' varid for use ony with' M7ek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Appli ability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is forferalsupport of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek erec Or. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER —PcaroRM.- fabri tion, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safet Informaiton available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION - Failure "to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 674-8 dimensions shown in ft-in-sixteenths Damage Or Personal In' Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X-bracing-is always required.. See BCSI. 1 0' /16„ - 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator T bracing should be considered. CI-2 cz� WEBS o3 4 3. Never exceed the design loading shown and never p w stack materials on inadequately braced trusses. O �4 3 � 3 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U pb 0 designer, erection supervisor, property owner and plates 0- la' from outside a- s' u rJ all other interested parties. edge of truss. O C51-6 O 5. Cut members to bear tightly against each other. C7-8 C6-7 r— BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-131 1, ESR-I352, ER-5243, 9604B, . by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487; NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require_ lateral bracing at 10 ft. spacing, or less, if no ceiling is installed; unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTekO All Rights Reserved 15. Connections. not shown are the responsibility of others. 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/TPI1: National Design Specification for Metal .19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ® — -- - ■ and pictures) before use. Reviewing pictures alone is not sufficient. -- ------ -- BSI _-- -- 1V11 111111111WINk _ 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Ppyy,ER r® PE-RF-0RM'1. ANSI/TPI I Quality Criteria. Installing 8, Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 �„