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RC-14-934 (3) Invoice Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax: (305)756-8972 For Inspections please call: (305)762-4949 Return to: F mi Shores Village Permit Number: RC-5-14-934 50 N.E. 2nd Avenue Invoice Date: February 09, 2016 mi Shores, FL 33138-0000 Invoice Number: RC-2-16-58640 Bond Number: 2501 Bill To Comments: LISA GUINOVART ANDREA COLON 766 NE 96 Street MIAMI SHORES, FL 33138- MIAMI SHORES, FL 33138- [— Type: Residential Construction / Work Classification: Date Fee Name Fee Type Fee Amount 02/09/2016 Lost Plans Fee Calculated $84.50 02/09/2016 Late Plans/Review Fee Fixed $0.00 Total Fees Due: $84.50 Payments Date Pay Type Check Number Amount Paid Change 02/09/2016 Check 1270 $84.50 $0.00 Total Paid: $84.50 Total Due: $0.00 Tuesday, February 9, 2016 6� Miami Shores Village Building Department DEC 1e 2o4 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel:(305)795-2204 Fax: (305)756-8972 zy; INSPECTION LINE PHONE NUMBER:(30S)762-4949 FBC 20 L3 BUILDING Master Permit No. �C U PERMIT APPLICATION Sub Permit No. �6ILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATIONHOP CONTRACTOR DRAWINGS JOB ADDRESS: 1 f 414 0 5 6 ( e S City: Miami Shores r n County: Miami Dade Zip: J� Folio/Parcel#: I I 1 0 IO 4 H _ Z610 Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titlehol�de`r): I'J Cl Phone#: IV Address: o 0 1 1 �j City: i��l m ct m , � �6f' State: zip:— 331 ,39 Tenant/Lessee Name: Phone#: Email: t r CONTRACTOR:Company Name: Ca 615 f/°0; 0 Phone#: 51114571 Address: 0 N2 /,,- City: 161. on State: L Zip: T Qualifier Name: 0l I yI a ;fie j a/+ Phone#: State Certification or Registration#: C � ! �0 Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$`."" '- D 0 Square/Linear Footage of Work: 712 00 5 Uexotec, Type of Work: Addition ❑ :Alteration New ❑ Repair%Replace ❑ Demolition Description'of.Work: - �r.1� S 9 ►"�J✓+ S _ Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ W Radon Fee$ DBPR$ Notary$ Technology Fee$ rfl Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding.Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature � ---4 Signature OWNER or A ENT CONTRACTOR The foregoing instrumen was acknowledged before me this The foregoi strumentQwas acknowledged before me this day of E v''t 20 "7 by ay of �L G� b�''� 20 , by who is personally known to who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: +' f MAGGIEGARCIA NOTARY PUBLIC: 4 MAGGIEGARCIA MY COMMISSION N FF 048923 .; MY COMMISSIOP'r Fr 048923 °= EXPIRES:October 20,2017 s+ EXPIRES:Octot, ?0,2017 ,tr Bonded Thru Notary Pudic 0ndennRera Bonded Th.Notary Pui,k ur denv*rs Sign: Sign: Print: Print: 'Y Seal: Seal: APPROVED BY Plans Examiner Zoning 1 i / Structural Review Clerk (Revised02/24/2014) b 3 AL Royal Truss Manufacturing 9550 NW 79th Ave, Suite #5 Hialeah, Garden, FL 33016 Royal Truss Tel: (305) 822-0020 Fax: (305) 822-0029 Site Information: Project Customer: ,T QyU-FN0VAV.1- Job Name Lot/Block: Subdivision C _....------ - ---- E �G 14 _ Site Name:-------- � Site Address: 766 NE 96 ST. r. . MIAMI St: FL. Zip: _ t t> r�)General Truss engineering Criteria..& D ign'Loads (Individual Truss Design Drawings S ow Special Loading Conditions): i Design code::cd?BG2010rrP12007'J Design Program: 7.35M*-' 2012 Roof Load: 45.0 psf Floor Load: N/A Wind Code::' "': Wind Speed: 175 mph This.package includes , 93 individual;;dated Truss Design 66ings and 0 Additional Drawings. With m se4 affxed to:this.sheet,, bbrb y b #ifhat1.I am tleTruss Design Engineer and thisindex sheet x- conforms�b 01&31 003;section 5 of the Florida Board of ofessional Engineers Rules. f. No. Date Truss ID# Seal# 3 1 12/05/14 F1 A0018906 . 2 12/05/14 M1 A0018907 3 3 12/05/14 M1A A0018908 4' 4 f2/05/14 M2 A0018909 ••0!0• 5 12/05/14 Ti A0018910 _ ••••' i_• •• • •• f 6 12/05/14 T2 A0018911 - •••••• • ' w• •••••• 7 12/05/14 T3 A0018912 ---- - M_ - ••• .• w • s 8 12/05/14 T4 A0018913 • •• • :• • • 9 12/05/14 V11 A0018914 _. • :4 , • • __ ••ya�r ••r• •aa•• 10 12/05/14 V15 A0018915 - _-- • • • a • 11 12/05/14 V19 A0018916 • 12 12/05/14 V3 A0018917 ^'q5":; • • • • •••••• 13 12/05/14 V7 AD018918 :, �;;; •:',;'• • • • `ter ��,: �,..... •.V �,� i -The truss drawing(s) referenced above have been prepared by MiTek = . Industries, Inc. under my direct supervision based on the parameters _ T 9 r provided by Royal Truss Manufacturing, Hialeah Gardens, FL. • '— •: Truss Design Engineer's Name: Orlando M. Fortun, P.E. CC a•' PE#22249, EB#0005512 , NOTE: The seal on these drawings indicate acceptance of Fk I t t'% 'uao W 3%h TSMACE"An,FLORIDA 3355 professional engineering responsibilty for the truss TEL-0,M)262-62t6 FAX-f3C5J762.M4 components shown. Page 1 of 1 Engineers Na Date Job Truss Truss Type Qty Ply A0018906 12-7-14 F1 ROOF TRUSS 1 2 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Fri Dec 05 08:49:31 2014 Page 1 ID:C86TydipPc2iSofA8rSrCNyC5Un-MTGUbBO2WgJ3w2CiEDH4sAJy7a 1 gS4ZFbg4YmEyC4U I 3-4-15 6-8-1 10-1-0 ' 3-4-15 3-3-3 3-4-15 2x4 11 3x8 = 2x4 11 Scale=1:22.8 1 4x5= 2 3 4 T1 W1W1 2 2 61 Ll 7 6 8 7x8= 3x6 11 5 4x6 11 6x6= 000.`0• • • • 000000 • • • 3-4-15 6-8-1 10-1V • ••• ;• • 3-4-15 3-3-3 3-4'T3;•• •• 0 0 0 0••• Plate Offsets(X,Y): [1:0-2-4,0-2-0],[5:0-2-8 0-4-8],[6:0-4-8,0-1-8],[7:0-4-0 0-4-8],[8:0-4-8 0-0-4] 000000 • 0 0 0000 • •- LOADING (psf) SPACING 2-0- 0 CSI DEFL in (loc) I/defl t/cl0•• PL tee G1160.0 0 TCLL 30.0 Plates Increase 1.33 TC 0.21 Vert(LL) 0.04 6-7 >999 2.4p••0 MT2p.0 0 24.4�t9.00• TCDL 15.0 Lumber Increase 1.33 BC 0.48 Vert(TL) -0.06 6-7 >999 180• • • • BCLL 0.0 Rep Stresslncr NO WB 0.64 Horz(TL) 0.01 5 n/a n/a 00 •0 0 BCDL 10.0 Code FBC2010/TPI2007 (Matrix) ;'0;' Weight'192 Ib FT='Q% LUMBER BRACING 0 0 :00000 . 0 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood AVITM4 directly apl;4W or 6-4-Obto BOT CHORD 2x6 SYP No.2 purlins, except end verticals. • 0000 WEBS 2x4 SP No.2"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W1:2x6 SYP No.2 REACTIONS (Ib/size) 8=3848/0-4-0 (min.0-3-11),5=3848/0-4-0 (min.0-3-11) Max Uplift8=-3365(LC 4),5=-3365(LC 5) Max Grav8=6222(LC 9),5=6222(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-4546/2498, 1-2=-2971/1590,2-3=-2971/1590 BOT CHORD 6-7=-1568/2926,5-6=-1568/2926 WEBS 1-7=-2793/5233,2-7=-284/261,3-6=-2016/3922,3-5=-5137/2747 NOTES . 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. ti 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B) CASE(S)section. Ply to ply connections have been provided to distribute only loads note a unlessn._� otherwise indicated. UuuU''lu1t�1 3)Wind:ASCE 7-10; 175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf; BCDL=5.Opsf; h= ft, ;Exp C; CO&LTM EWSITEL--,PA Encl.,GCpi=0.18;C-C Exterior(2)0-2-12 to 3-4-15, Interior(1)3-4-15 to 9-10-4; Lumber grip CML/STRUCTURAL DOL=1.60 PP 71249 E8.00MIZ 4)Provide adequate drainage to prevent water ponding. mm sat 3s h MWAce rn^FLORIDA 3355 5)Plates checked for a plus or minus 0 degree rotation about its center. IE-(3V5)262-62Z FAX-(305)262-204 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an . 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) Co jM(tt I0k§Ej(365,5=3365. DEC 4.3 2014 Job Truss Truss Type Qty Ply A0018906 12-7-14 F1 ROOF TRUSS 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Fri Dec 05 08:49:31 2014 Page 2 I D:C86TydlpPc2iSofA8rSrCNyC5Un-MTGUbBO2WgJ3w2CiEDH4sAJy7a 1 gS4ZFbg4YmEyC4UI NOTES 8)Girder carries tie-in span(s):22-10-0 from 0-0-0 to 10-1-0; 11-5-0 from 0-0-0 to 10-1-0 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1)Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(plf) Vert: 14=-75,5-8=-725(F=-488, B=-217) L! •• • •• • • • •••••• •••• ••••• •• •• •• • •••••• • • • • • •••••• • oho Sao 40�� C06VIN5,,EN'sPEE_,PA CIVIL/5TRjCTLK4L PP 71249 ES OOM12 MO 513%h TERRACE HM,FLORIDA 3355 TEL-(305)263-6715 FAX-(305)762-204 DEC 0 5 2014 Job Truss Truss Type Qty Ply A0018907 12-7-14 M1 ROOF TRUSS 1 1 J Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Fri Dec 05 08:49:32 2014 Page 1 I D:C86TydipPc2iSofA8rSrCNyCSU n-gfpspXPgH_RwXBnuowoJPNs2j_OjBUM PgUp5igyC4UH 5-4-7 + 11-0-0 5-4-7 5-7-9 Scale=1:20.4 20r&er=1/16 in 4 3.00 F12 3x4: 9 3 - T cr, 3x4 2 8 1 W1 f W3 Bill 3x46 c 5 !4x8- 3x4= 2x4 I I 0 i 7 -p-5-p 5-4-7 11-0-0••• ' •• •• -5- 5-4-7 5-7-9••.•• • .. ...;• Plate Offsets(X,Y): [1:0-5-3,0-1-8],[5:0-4-8,0-2-01 000000 •I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 1"•• PLj111`S`'• GRjP••• TCLL 30.0 Plates Increase 1.33 TC 0.54 Vert(LL) 0.06 6 >999 244•• MT2.00•.• 244/j IQ•• TCDL 15.0 Lumber Increase 1.33 BC 0.42 Vert(TL) -0.11 5-6 >999 180 • • BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.05 7 n/a n7a •• •• • ••••:• BCDL 10.0 Code FBC2010frPI2007 (Matrix) ;••;' Weight'55 Ib FT it Q% LUMBER BRACING • • ;••••• • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood Ava&nZ directly 4Wp Pd or 4-91*11•dt: BOT CHORD 2x4 SP No.2 purlins. • WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or e-6-900c bracing. SLIDER Left 2x4 SP No.2 2-8-2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=520/0-8-0 (min.0-1-8),7=520/0-3-8 (min.0-1-8) Max Horz 1=249(LC 5) Max Upliftl=-339(LC 4),7=-439(LC 5) Max Grav 1=665(LC 9),7=688(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1388/568,2-8=-1337/575,3-8=-1299/581 BOT CHORD 1-6=-745/1356,5-6=-745/1356 WEBS 3-5=-1414/777,5-7=-688/439 NOTES 1)Wind:ASCE 7-10; 175mph(3-second gust)Vasd=136mph;TCDL=S.Opsf; BCDL=S.Opsf;h=15ft;Cat. II; Exp C; Encl.,GCpi=0.18;C-C Exterior(2)-0-1-0 to 2-11-0, Interior(1)2-11-0 to 10-10-4; Lumber DOL=1.60 plate grip - DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an o r ' ds. 4)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain for ul B designer C *LTW EWx EE'-.PA should verify capacity of bearing surface. CIA/STRicrnk 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstandi g 0 p at joint(s) PE 7!149 E8 OID�,511 except Qt=1b)1=339,7=439. m0 SAL 3%h T ,FLORIDA 3355 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analys f this tr%sf-05)262-6225 FAX-(3®5)262-2014 LOAD CASE(S) Standard DEC 0 5 2014 Job Truss Truss Type Qty Ply 12-7-14 M1A ROOF TRUSS 4 1 A0018908 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Fri Dec 05 08:49:32 2014 Page 1 I D:C86TydIpPc2iSofABrSrCNyCSUn-gfpspXPgH_RwXBnuowoJ PNs2Q_OnBVvPgUp5igyC4U H 5-4-7 11-0-0 5-4-7 5-7-9 2x4 I Scale=1:20.3 Camber=1/16 in 4 3.00 12 3x4% 9 I 3 1 3x4; 8 2 1 W1 a... i W3 BILI 5 6 4z8— 4x4 = 2x4 I I n 0 7 • • 0000••'•• • • • 0000•••• 5-4-7 • 11-0-0 0000 •• • 00_00 . • , • 5-4-7 5-7-9 0.000•• 0 .• 000000 Plate Offsets X,Y [1:0-2-5,0-1-121,[5:0-4-8,0-2-01 000000 •! 0 • i= •••. • . • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft C/cI.•• PLjTES'•• GR(�.••• TCLL 30.0 Plates Increase 1.33 TC 0.56 Vert(LL) 0.05 6 >999 24p••• MT290•• 244/190o • TCDL 15.0 Lumber Increase 1.33 BC 0.42 Vert(TL) -0.11 5-6 >999 1809 • BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.04 7 n/a n/a •• •• • 'o:::: • BCDL 10.0 Code FBC2010/TP12007 (Matrix) ;••;• Weight'54 Ib FT=•Q% LUMBER BRACING • 0 :0000• • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sITqWiTind directly applied or 4-t?-6 tt: BOT CHORD 2x4 SP No.2 purlins. • WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6 1V1 oc bracing. SLIDER Left 2x4 SP No.2 2-8-2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS (Ib/size) 1=509/0-3-8 (min.0-1-8),7=509/0-3-8 (min.0-1-8) accordance with Stabilizer Installation guide. Max Horz 1=249(LC 4) Max Uplift1=-332(LC 4),7=-434(LC 5) Max Grav1=650(LC 9),7=674(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1330/544,2-8=-1277/553,3-8=-1242/559 BOT CHORD 1-6=-721/1296, 5-6=-721/1296 WEBS 3-5=-1352/753,5-7=-674/434 NOTES 1)Wind:ASCE 7-10; 175mph(3-second gust)Vasd=136mph;TCDL=S.Opsf; BCDL=S.Opsf; h=15ft;Cat. 11; Exp C; Encl.,GCpi=0.18;C-C Exterior(2)0-1-12 to 3-1-12, Interior(1)3-1-12 to 10-104; Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an o ds. 4)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain form la esigner LTW'8'�,PA should verify capacity of bearing surface. CIV ./STRJCTUR& 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstandi g pl �at joint(s) PE m49 E&OW-5612 except Qt=1b)1=332,7=434. 1710 513%h TERRACE MAA,RaWA 3355 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysi a f this trd§6s.(3®51262-62Z FAX-OM 262.204 LOAD CASE(S) standard DEQ 0 5 2014 Job Truss Truss Type Qty Ply A0018909i 12-7-14 M2 ROOF TRUSS 4 1 Job Reference(optional) _ Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Fri Dec 05 08:49:33 2014 Page 1 ID:C86TydipPc2iSofA8rSrC NyC5Un-JrN FOtQ I21an9LM 5MeJZxbPFLOI?wyjY28Zfg7yC4UG 5-6-7 11-4-0 5-6-7 5-9-9 Scale=1:18.8 3x4 4 5 3.00 F12 - 3x4 10 3 1 3x4; 9 W3 2 - I 1 W1 77 61 e• 8 4x4= 2x4 II 7 6 4x4= 5-6-7 •• Plate Offsets(X,Y): [1:0-2-5,0-1-12],[7:0-2-0,0-2-81 Goo*** i • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl lt/0::.' PLQTpS" GR( ....•• TCLL 30.0 Plates Increase 1.33 TC 0.42 Vert(LL) 0.05 1-8 >999 2.4p.... MT24• • 244/190 •• TCDL 15.0 Lumber Increase 1.33 BC 0.36 Vert(TL) -0.08 1-8 >999 180• . . . BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 7 n/a Ara " " ' '•'••• BCDL 10.0 Code FBC2010/TP12007 (Matrix) ;••;• Weight.'53 Ib FT=-0% —t—rr�•ss-- LUMBER BRACING . • ; . • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood stT"ITiind directly apglAp or 5-1-1 It GC BOT CHORD 2x4 SP No.2 purlins, except end verticals. • WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 71*-'h8c bracing. SLIDER Left 2x4 SP No.2 2-9-2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=518/0-3-8 (min.0-1-8),7=532/0-8-0 (min.0-1-8) Max Horz 1=254(LC 5) Max Upliftl=-332(LC 4),7=-449(LC 5) Max Grav1=660(LC 9),7=704(LC 101 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1317/503,2-9=-1260/510,3-9=-1226/517,4-7=-271/276 BOT CHORD 1-8=-681/1279,7-8=-681/1279 WEBS 3-7=-1263/658 NOTES 1)Wind:ASCE 7-10; 175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf; BCDL=5.Opsf;h=15ft;Cat. II; Exp C; Encl.,GCpi=0.18;C-C Exterior(2)0-1-12 to 3-1-12, Interior(1)3-1-12 to 11-4-0; Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. �� o Q�� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anFgaof ds. A)Provide mechanical connection(by others)of truss to bearing plate capable of withstandiat joint(s) LTW'�Q�.PA except Qt=lb) 1=332,7=449. CIYL/STRZTWA 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysthis truss.PF_71249 E!3.OW55,12 1710 SJU 391h TEW.ACE MA",R FWA 3365 LOAD CASE(S) Standard TEL-(305)262-6225 FAX-(305)262-204 DEC 0,5 2014 Job Truss Truss Type Qty Ply A0018910 12-7-14 T1 ROOF TRUSS 14 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries, Inc. Fri Dec 05 08:49:33 2014 Page 1 I D:C86TydIpPc2iSofA8rSrCNyC5Un-JrNFOtQ121an9LM5MeJZxbPE?OdNw4dY28Zfg7yC4UG , -1-4-0 , 4-6-15 8-9-8 , 13-0-1 1 17-7-0 18-11-0, ' 1-4-0 ' 4-6-15 4-2-9 4-2-9 4-6-15 1 1-4-0 Scale=1:33.3 Camber=3/16 in K 4x4= 3.00 12 4 2x4 z�- 10 11 2x4 3 5 09 04 g 12 2 6 - 8 4x4 = 5x8= a 4x4 = • • • 00.0.0 8-9-8 17-7-0 so 9 00 ••� •• 8-9-8 8-9-8 •9••99 9 00 0009•. Plate Offsets(X,Y): [2:0-0-8,0-1-11 , 6:0-0-8,0-1-11 8:0-4-0,0-3-0 •••••9 •; 9 • 0099 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L'/d::•' PLjfI:- GRIj...• TCLL 30.0 Plates Increase 1.33 TC 0.51 Vert(LL) 0.12 6-8 >999 2,Qs•e• MT20...• 244/190 • TCDL 15.0 Lumber Increase 1.33 BC 0.85 Vert(TL) -0.33 6-8 >611 180• • . • • BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.07 6 n/a NA " 00 ' ""'• BCDL 10.0 Code FBC20101TPI2007 (Matrix) ;•';• Weight:074 Ib FT=s0% LUMBERBRACING • • :'•0:0 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sP.Wncldirectly aggliipo or 3-2r t(�S(! r BOT CHORD 2x4 SP No.2 purlins. • WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-�!1teoc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=931/0-8-0 (min.0-1-8),6=931/0-8-0 (min.0-1-8) Max Horz2=23(LC 6) Max Uplift2=-709(LC 4),6=-709(LC 5) Max Grav2=1175(LC 10),6=1175(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=-2575/1144,3-9=-2550/1155,3-10=-1976/829,4-10=-1933/836, 4-11=-1933/836,5-11=-1976/829,5-12=-2549/1155,6-12=-2575/1,144 BOT CHORD 2-8=-1038/2413,6-8=-1042/2430 -WEBS 4-8=-85/504,5-8=-607/399,3-8=-608/399 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10; 175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf; BCDL=5.Opsf;Fa0f cat. 111 1Txp C! Encl.,GCpi=0.18;C-C Exterior(2)-1-4-7 to 1-7-9, Interior(1) 1-7-9 to 8-9-8, Exterior(2)8-DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. CGNSLLTN6 EWS EF,M,PA 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anS. CIVIL:/STRIJGTIRL5)Provide mechanical connection(by others)of truss to bearing plate capable of withstandit joint(s) PE21149 EEL COM12 except Qt=lb)2=709,6=709. m®sal 391h TEtarace nA",FLORIDA 3365 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysthis tru9§-(39*)167-6225 FAX-(305)262-20M LOAD CASE(S) Standard DEC 4 5 2014 Job Truss Truss Type Qty Ply A0018911 12-7-14 T2 ROOF TRUSS 1 Job Reference(optional) _ Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries, Inc. Fri Dec 05 08:49:33 2014 Page 1 ID:C86TydIpPc2iSofA8rSrCNyC 5Un-JrNFOtQ I21an9LM 5MeJZxbPHIOk1 w5nY28Zfg7yC4UG 6-1-3 , 11-10-0 16-8-0 6-1-3 5-8-13 4-10-0 Scale=1:29.0 Camber=1/8 in 4x6= 3.00 12 3 10 9 1 2x4 11 2x4 T2 4 2 1 Cq 8 2 0 ffi co 1 N 71 T 131 132 g q 7 6 .... q 6 3x4 = 3x4= 5 3x4 = 3x4= 8-4-7 _ 16-�4 8-4-7 8-3.9••.. ....:. Plate Offsets(X,Y): [3:0-2-8,0-1-12] [6:0-1-9,0-1-8] 000000 14 • • LOADING (psf)- SPACING 2-0-0 CSI DEFL in (loc) I/defl �d••• Pgq'M• Get: • TCLL 30.0 Plates Increase 1.33 TC 0.30 Vert(LL) 0.07 1-7 >999 240 MT 0� 2.44458. TCDL 15.0 Lumber Increase 1.33 BC 0.42 Vert(TL) -0.15 1-7 >999 19Q•• •0• BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.02 5 n/a 'rf/a" " • •••••• BCDL 10.0 Code FBC2010/TPI2007 (Matrix) •• • Weight 144 Ib FT u 0%u LUMBER BRACING • • ;0000• • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood s?T_pfii*directly jligd or 6J.0630 8e BOT CHORD 2x4 SP No.2 purlins, except end verticals. • WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1V-Q-b oc bracing. REACTIONS (Ib/size) 1=769/0-8-0 (min.0-1-8),5=769/0-8-0 (min.0-1-8) Max Horz 1=137(LC 4) Max Uplift1=-466(LC 4),5=-516(LC 5) Max Grav1=966(LC 9),5=972(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-2389/1087,2-8=-2336/1096,2-9=-1824/804,3-9=-1765/811 BOT CHORD 1-7=-1124/2283,6-7=-545/1045,5-6=-545/1045 WEBS 2-7=-709/465,3-7=-275/887,3-5=-1170/625 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B CASE(S)section. Ply to ply connections have been provided to distribute only loads note a uDls�sr,— Q�� otherwise indicated. W§k o 3)Unbalanced roof live loads have been considered for this design. C NMLTM 8,r,� PA 4)Wind:ASCE 7-10; 175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf; BCDL=5.Opsf h I; Exp C; CIA/5TRJCMR& Encl.,GCpi=0.18;C-C Exterior(2)0-4-0 to 3-4-0, 1nterior(1)3-4-0 to 11-10-0, Exterior(2) 1 t 1 10-0; LumbME M49 EJ3COM12 DOL=1.60 plate grip DOL=1.60 m0 513%h TERRACE fes,FLORIDA 3365 5)Plates checked for a plus or minus 0 degree rotation about its center. TEL-(305)262-6225 FAX-(305)262-2014 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) CoIS aIM(MloidcF 66,5=516. DEC 0.5 204 Job Truss Truss Type Qty Ply 12-7-14 T2 ROOF TRUSS 1 00018911 2 Job Reference o tional Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Fri Dec 05 08:49:34 2014 Page 2 ID:C86TydIpPc2iSofA8rSrCNyCSUn-n2xdEDQwpbienVxHwLroUoxS2o4GfY1 hHo[CNZyC4UF NOTES 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • 6 • 0000•• to • •6 • • 000.00 • YYee* •••••Y • 0000•• 0000 • • • • • • 0000•• 0000 • •••Y6 0%66• 60•0 86.60 •• •• •• • •••••• 0000•• • • 0 • • • • ••••6• 0000•• • • • •00.6• •• • 0000 • • • OU�IJ®ff�C�D �0 4CUff'�C� CLNRILTWj erSI EL—,PA CML/STRUCTURAL PE 71149 Ea 0OM12 m0 SA 3%h MWACE MAHI,RDFWA 3385 TEL-(305)262-6225 FAX-(305)262-2041 DEC 4.5 1014 Job Truss Truss Type Qty Ply A0018912 12-7-14 T3 ROOF TRUSS 17 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Fri Dec 05 08:49:34 2014 Page 1 I D:C86TydIpPc2iSofA8rSrCNyC5U n-n2xdEDQwpbienVxHwLroUoxL6o?kfLAh Hol CNZyC4UF 0-4-0, 6-1-3 11-10-0 , 17-6-13 , 23-8-0 1-4-0 6-1-3 5-8-13 5-8-13 6-1-3 1-4-0 Scale=1:43.2 Camber=3/16 in 4x4 = 3.00 F12 4 2x4 12 13 2x4 3 5 11 14 2 6 1Ell 7 Io J o 10 9 •8, 3x4 = 3x4 = 3x4 - 3x4 = 3x4 = • i 8-4-3 16-4-0 , •• 26-8-0•• , • 8-4-3 7-11-13 •••••f-4-0 ••!•:... . Plate Offsets(X,Y): 4:0-1-12,0-2-0 •••••• .! • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl 'Ud.• Pl j4'1'E'9'• Gil ••w• TCLL 30.0 Plates Increase 1.33 TC 0.74 Vert(LL) -0.12 2-10 >999 J4 M*0•'• 244/160 • TCDL 15.0 Lumber Increase 1.33 BC 0.71 Vert(TL) -0.31 2-10 >626 1��•' • BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.03 8 n/a 'r1/a•' •• • •••••' BCDL 10.0 Code FBC201 OITP12007 (Matrix) ;•• • Weight.97 Ib FT a 0% • LUMBER BRACING • • ;••••' TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood S Wfhir:g directly Vp.Wied or 3J,,6138e BOT CHORD 2x4 SP No.2 purlins. • WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or M bVoc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=805/0-8-0 (min.0-1-8),8=1363/0-8-0 (min.0-2-1),6=272/0-8-0 (min.0-1-8) Max Horz2=-23(LC 7) Max Uplift2=-630(LC 4),8=-724(LC 4),6=-360(LC 5) Max Grav2=1001(LC 10),8=1757(LC 10),6=403(LC 14) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-11=-1975/874,3-11=-1940/889, 3-12=-1390/599,4-12=-1331/606, 4-13=-287/873,5-13=-294/777,5-14=-143/495,6-14=-157/458 BOT CHORD 2-10=-780/1839,9-10=-198/557,8-9=-198/557,6-8=-446/231 WEBS 3-10=-745/464,4-10=-272/906,4-8=-1739/822,5-8=-747/445 NOTES 1)Unbalanced roof live loads have been considered for this design. = 2)Wind:ASCE 7-10; 175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf; BCDL=5.Opsf - Encl.,GCpi=0.18;C-C Exterior(2)-1-4-7 to 1-7-9, Interior(1)1-7-9 to 11-10-0, Exterior(2)11 1 �o QC7�i� DOL=1.60 plate grip DOL=1.60 un 3)Plates checked for a plus or minus 0 degree rotation about its center. WNULTINS��,PA 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a y e ads. GVIL/STRicrtIR�L 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstan n u ft at joint(s)F.E.22249 EJ36 OW-520 except(jt=1b)2=630,8=724,6=360. MO sl4 391h TERRACE MIAM FLORIDA 3365 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analy is of this tf 64g MJ262-eus FAX-r30s�zbs-zou LOAD CASE(S) Standard DEC 0 5 2014 Job Truss Truss Type Qty Ply A0018913 12-7-14 T4 ROOF TRUSS 5 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Fri Dec 05 08:49:34 2014 Page 1 I D:C86TydIpPc2iSofA8rSrCNyCSU n-n2xdEDQwpbienVxHwLroUoxRUo8vfzmhHolC NZyC4U F 1-5-8 1 5-6-121- _ 11-1-8 1-5-8 4-1-4 0-7-7-01 4-11-12 Scale=1:21.4 4x4 = 2 2x4 11 1 3.00112 T1 y 9 2x4 I1 3 10 4 5 1 2 W3 cc W 3x4 11 cn B 6 04 co 2X4 11 N -0 7 8 2x4 I I 2x4 11 • 0000•• • • • 0009•• 1-5-8 5-6-12 11-1-8 9•• 0 •• 6 •• ' 1-5-8 4-1-4 5-6-120•666 0' 9966•0 Plate Offsets(X,Y): [4:0-0-14,0-3-10] 000000 •j • • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl 1.k6 Pilffl+• GRI%.6. TCLL 30.0 Plates Increase 1.33 TC 0.33 Vert(LL) n/a - n/a $�6• MT2A6, 24q/;I466 TCDL 15.0 Lumber Increase 1.33 BC 0.19 Vert(TL) n/a - n/a 2U • • • BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 4 n/a nJJa 6- •• • 6.•6;• BCDL 10.0 Code FBC2010ITP12007 (Matrix) ;";' Weight!48 Ib FT�Q% LUMBER BRACING • • i••••• • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood steatMin• BOT CHORD 2x4 SP No.2 9 directly app119d or 6-0-tale:, purlins, except end verticals. 0.:0 WEBS 2x4 SP No.2 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 REACTIONS All bearings 11-1-8. accordance with Stabilizer Installation guide. (lb)- Max Horz 8=-157(LC 4) Max Uplift All uplift 100 Ib or less at joint(s)8 except 5=-293(LC 9), 4=-411(LC 5),7=-255(LC 4),6=-316(LC 4) Max Grav All reactions 250 Ib or less at joint(s)5,8 except 4=601(LC 9),7=346(LC 9),6=609(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-7=-288/285,3-6=-508/362 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10; 175mph(3-second gust)Vasd=136mph;TCDL=S.Opsf; BCDL=S.Opsf;h=15ft;Cat. 11; Exp C; Encl.,GCpi=0.18;C-C Exterior(2)0-1-12 to 4-5-8, Interior(1)4-5-8 to 10-9-14; Lumber D = p a e grip DOL=1.60 D�I 1 � 3)Plates checked for a plus or minus 0 degree rotation about its center. ��,rg� PA 4)Gable requires continuous bottom chord bearing. GNI):/ST 3NE17, 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an r ds. pFCV L E8OiD05512 6)Bearing at joint(s)5,4 considers parallel to grain value using ANSI/TPI 1 angle to grain f r la. it g designer should verify capacity of bearing surface. MV 5u13%h iERZAa MA",Ro»A 3353 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstands g at jointM-83V5)7614175 FAX-f3OW 267.7044 except Qt=1b)5=293,4=411,7=255,6=316. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)5,8,4, 7,6. Continued on page 2 4C WE G 104 Job Truss Truss Type Qty Ply A0018913 12-7-14 T4 ROOF TRUSS 5 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Fri Dec 05 08:49:34 2014 Page 2 1 D:C86TydipPc2iSofA8rSrCNyC5Un-n2xd EDQwpbien VxHwLroUoxRUo8vfzmh Hol CNZyC4UF NOTES 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard i l j T • •••• •••••• • OO�J®lFli CSD �o Qp�"(�C�9 CG aLILTWS 8YiINEE-5,PA CML J STIZZM,N. PP.22149 E8 00MI2 1720 SAL 3%h TERRACE nAf A,FLORIDA 3355 TEL-005)262-6225 FAX-00W262-204 DEC 4 5 2014 Job Truss Truss Type Qty Ply A0018914 12-7-14 V11 ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Fri Dec 05 08:49:36 2014 Page 1 ID:C86TydIpPc2iSofA8rSrCNyC5Un-jQ3NevSBKDyMOp5g 1 mtGZD1 nxbod7Tt_15nJRRyC4UD 5-8-0 11-4-0 ' 5-8-0 5-8-0 Scale=1:18.1 4x4 = 3.00 12 2 6 7 T1 T1 8 5 T1 1 - 3 =, 3x4% 2x4 II 3x4 • 11-4-0 • f -•`� i 11-4-0 ••••• LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L?&•• • PLATE; : GRIIZ•.... TCLL 30.0 Plates Increase 1.33 TC 0.34 Vert(LL) n/a - n/a 999•• . MT20 244/190•• TCDL 15.0 Lumber Increase 1.33 BC 0.23 Vert(TL) n/a - n/a 949 • ; •••• • BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a rVa •••••• BCDL 10.0 Code FBC2010/TP12007 (Matrix) •••• Weight:32 Ib F;I-.;D;q; • LUMBER BRACING •••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. OTHERS 2x4 SP No.2 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) 1=177/11-4-0 (min.0-1-8),3=177/11-4-0 (min.0-1-8),4=498/11-4-0 (min.0-1-8) Max Uplift1=A65(LC 4),3=-165(LC 5),4=-372(LC 5) Max Grav1=232(LC 9),3=232(LC 9),4=641(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-459/353 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10; 175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf; BCDL=5.Opsf;h=15ft;Cat. Il; Exp C; Encl.,GCpi=0.18;C-C Exterior(2)1-2-3 to 4-2-3, Interior(1)4-2-3 to 5-8-0, Exterior(2)5-8-0 to 8-8-0; Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. _ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an ive loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstand; g atp � {no ftgffaj?�,Mn except(jt=1b)1=165,3=165,4=372. T PA/ST 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysi f this trussC' 4T W.NERAI LOAD CASE(S) Standard P.E22245 E8000561T MO 51 3%h TEMAM"AM,FLORIDA 3365 TEL-(3®5)262-6225 FAX-(305)262.20L1 DAG s b 2014 Job Truss Truss Type Qty Ply 00018915 12-7-14 V15 ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Fri Dec 05 08:49:36 2014 Page 1 ID:C86TydIpPc2iSofA8rSrCNyC5Un-jQ3NevSBKDyMOp5g1 mtGZD1 hVbkW7TV_15nJRRyC4UD 7-8-0 + 15-4-0 7-8-0 7-8-0 Scale=1:24.5 4x5= 3.00 12 2 5 l� 7 T1 8 T E. 1 3 01 3x4 4 f 3x4zz 5x6= i 15-4-0 • 15-4-0 Plate Offsets(X,Y): [2:0-2-8,0-2-81, 4:0-3-0,0-3-0 u • " ••• LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl *1 ; PLATES• GRIP •• TCLL 30.0 Plates Increase 1.33 TC 0.75 Vert(LL) n/a - n/a 999 • . MT20 ' . 244/4 Pg. � ....•• TCDL 15.0 Lumber Increase 1.33 BC 0.50 Vert(TL) n/a - n/a 999 • BCLL 0.0 Rep Stress Incr YES WB 08 Horz(TL) 0.00 3 n/a AN BCDL 10.0 Code FBC2010/TPI 007 (Matrix) • • Weight 04tIb F!T=0°0 J ••• LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. OTHERS 2x4 SP No.2 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) 1=256/15-4-0 (min.0-1-13),3=256/15-4-0 (min.0-1-13),4=720/15-4-0 (min.0-1-13) Max Upliftl=-201(LC 4),3=-201(LC 5),4=441(LC 5) Max Grav1=328(LC 9),3=328(LC 9),4=907(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-648/432 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10; 175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;Cat. II; Exp C; Encl.,GCpi=0.18;C-C Exterior(2) 1-2-3 to 4-2-3, Interior(1)4-2-3 to 7-8-0, Exterior(2)7-8-0 to 10-8-0; Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. - 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an dlp(,g� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstandi g atf"'jj''biInt s except(jt=lb)1=201,3=201,4=441. CGN3tILTWs EWSIrELM,PA 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analys I f this truss CIVIC:/5TtajC7tIR 1• PE 27249 EEL xOM12 LOAD CASE(S) Standard 'MO 6913%h TEW.4M f11A4,FLORIDA 3355 TEL-(305)262-6715 PAX-(305)262.1044 DfCSb2014 Job Truss Truss Type Qty Ply 12-7-14 V19 HOWE 1 1 A0018916 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Fri Dec 05 08:49:36 2014 Page 1 ID:C86TydIpPc2iSofA8rSrCNyC5Un-jQ3NevSBKDyMOp5g1 mtGZD1 nWbo47Uo_15nJRRyC4UD 6-0-3 9-8-0 13-3-13 19-4-0 6-0-3 3-7-13 3-7-13 6-0-3 Scale=1:31.0 4x4= 3.00 12 3 2x24 1111 12 �x4 II 10 T1 T1 13 1 5 i 3i(4 9 8 7 "`` 6 3x4 2x4 II 3x4= 2x4 I I 2x4 II i i 0000•• • ' '• • 000000 • • ' • 0 •• ' • • 00000• • i• 0000•9 00.000 i • 6-0-3 9-8-0 13-3-13 ."00 19L4-Q• :• o 6-0-3 3-7-13 3-7-13 67-3 •••.. LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Lyd••4 PLANZe : GRI;::::. TCLL 30.0 Plates Increase 1.33 TC 0.36 Vert(LL) n/a - n/a 909•• .MT20 244/190•• TCDL 15.0 Lumber Increase 1.33 BC 0.20 Vert(TL) n/a - n/a 9g9 ' • BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 5 n/a q/a •00*:" 0060:0 BCDL 10.0 Code FBC2010/TPI2007 (Matrix) ••••• Weight:60 Ib F0%;Afn • LUMBER BRACING ••00 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 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 REACTIONS All bearings 19-4-0. accordance with Stabilizer Installationguide.— (lb)- Max Uplift All uplift 100 Ib or less at joint(s)except 1=-142(LC 4), 5=-142(LC 5),9=-313(LC 5),7=-104(LC 5),6=-313(LC 4) Max Grav All reactions 250 Ib or less at joint(s) 1,5 except 9=639(LC 9),7=284(LC 9),'6=639(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-9=-500/335,3-7=-252/153,4-6=-500/335 NOTES 1)Unbalanced roof live loads have been considered for this design. •2)Wind:ASCE 7-10; 175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf; BCDL=5.Opsf;h=15ft;Cat. 11; Exp C; Encl.,GCpi=0.18;C-C Exterior(2)1-2-3 to 4-2-3, Interior(1)4-2-3 to 9-8-0, Exterior(2)9-8-0 to 12-8-0; Lumber DOL=1.60 plate grip DOL=1.60 _ 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an o r " ds. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstandii g 2 at joint 1, CO&LTW'EZ E>;',PA 142 Ib uplift at joint 5,313 Ib uplift at joint 9, 104 Ib uplift at joint 7 and 313 Ib uplift at joint 1 i. CIVIL/STATURAL 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixitymodel was used in the anal si d PE 71249 EfLCOM12 y g f this truss. 1110 51391h TERRACE t I AHI,RDRIDA 3355 LOAD CASE(S) Standard TEL-(305)161-6215 FNS-(305)161-1014 DEC 4 5 2014 Job Truss Truss Type Qty Ply A0018917 12-7-14 V3 ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Fri Dec 05 08:49:35 2014 Page 1 I D:C86TydipPc2iSofA8rSrCNyC5Un-FEV?RZRYavgVOf WTT3M 110UgrC W 101 VrWR2mv?yC4UE 1-8-0 3-4-0 1-8-0 1-8-0 Scale=1:6.3 3x4 = 3.00 12 2 3 1 T1 T1 I sees•• • • • sees** • • • 90 00 990.96 • .• • s09sos sees • sees•• 3-4-0 _ • 3-4-0 ..... Plate Offsets(X,Y): [2:0-2-0,Edge] • , • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl pte • PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.10 Vert(LL) n/a - n/a 999 MT420 244/J$Q•�• T DL 15.0 Lumber Increase 1.33 BC 0.00 Vert(TL) n/a - n/a 999 • e.e.9. BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a 'h"• :....: BCDL 10.0 Code FBC201 O/TPI2007 (Matrix) Wei2lit151b T:T=0170 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and require cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=80/3-4-0 (min.0-7-4),3=80/3-4-0 (min.0-7-4) Max Upliftl=-1 25(LC 4),3=-125(LC 4) Max Grav1=117(LC 9),3=117(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10; 175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;Cat. ll; Exp C; Encl.,GCpi=0.18;C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except(jt=lb)1=125,3=125. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analy is of9e1WD@9gon. Qppi�;Mn LOAD CASE(S) Standard C &ILTW3 i951HEL—M,PA CIVIL/STRJCT R& P.E 21249 EJ3 0M.5612 MO 51391h TERRACE MIAMI,FLORIDA 3355 TEL-(3®5)267-62B FAX-(303)762.7014 DEG A52014 Job Truss Truss Type Qty Ply 00018918 12-7-14 V7 ROOF TRUSS 1 1 1 _ I Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries, Inc. Fri Dec 05 08:49:35 2014 Page 1 I D:C86TydIpPc2iSofA8rSrCNyC5U n-FEV?RZRYavgVOfWTT3M 110UeYC RX01 VrM2mv?yC4UE 3-8-0 , 7-4-0 3-8-0 ' 3-8-0 Scale=1:13.6 3.00 12 3x4= 2 T1 T1 3 1 131 3x4% 3x4 • •••• •••••• 7-4-0 • 7-4-0 Plate Offsets(X,Y): [2:0-2-0,Edge] " ' ••••• LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl �Fdb•• PLATE: GRIP TCLL 30.0 Plates Increase 1.33 TC 0.25 Vert(LL) n/a - n/a 999 MT.20 ' . 241/j�q • TCDL 15.0 Lumber Increase 1.33 BC 0.35 Vert(TL) n/a - n/a 999 :00000 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a 'h�3• :..•.: BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight•19 Ib 'FT=Oyo LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. BOT CHORD Rigid ceiling directly applied or 8-2-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=236/7-4-0 (min.0-1-8), 3=236/7-4-0 (min.0-1-8) Max Uplift1=-246(LC 4),3=-246(LC 4) Max Grav1=315(LC 9),3=315(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-566/560,2-3=-566/560 BOT CHORD 1-3=-504/521 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10; 175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;Cat. 11; Exp C; Encl.,GCpi=0.18;C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with a y aj�� Ms �g [moo QOff'f�ti 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstan in ift aTjoin TN's B�C,N ,PA except(jt=1b)1=246,3=246. CI1�L/8TlaJGT1L 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analy is s of this trus ,E 4Y IL E.B.tIR&VW55t2 LOAD CASE(S) Standard 420 SA 3%h MRIUM MAn,FLORIDA 3365 TEL-OM)262-*225 FAX-(305)262-2014 OfG 0 51014 10\USP' - -- STRUCTURAL CONNECTORS- The HUS, JUS & MUS hanger series offers double shear nailing. LISP's dimple allows for 300 to 450 nailing through the joist into the header resulting in higher loads and less nailing. Slant nailing also eliminates the need for shorter joist nails in 2x `4^�� applications. Materials: JUS-18 gauge; MUS- 18 gauge`HUSt- 14 or 16 gauge Finish: G90 galvanizing; JUS24-GC,JUS26-GC, JUS210-GC, JUS26-2GC, &JUS210-2GC —Gold Coat -Options: HUS28-21F,-HUS210-21F, JUS24, JUS26,JUS26-2, JUS28, Typical JUS46 JUS28-2,JU9210, JUS210-2,JUS44, JUS46,JUS28-3, & installation JUS210-3 are available in Triple Zinc.To order, add TZto stock o number, as in JUS24-TZ. JUS24,JUS26, JUS26-2, JUS28,JUS210, and JUS210-2 are A a _ available in Stainless Steel.To order, add SSto stock number, as in JUS26-SS. #/ n'D See HUS Specialty Options Chart. yCodes• ESR-1881, FL9835, FL570, FL821, FL571,Dade County, FL 07-0419,01, Dade County, FL 07-0214:20.&� DimplHDade County, FL 06-0921.05, L.A.City RR 25779 — allows 30to 45onailino Installation: w • Use all specified fasteners. See Product Notes, page 11. J1IS28 • Joist nails--must be driven at a 30° to 45° angle through the joist or truss into the header to achieve listed loads. Standard length "double shear" nails must be used ,-` • to achieve listed load values. ••• • • 0000.. •JUS & MUS - 16d sinkers (9 gauge x 31/4-) may be used where 10d commons are •• o specified with no load reduction. ° ° ..•• 0 •. • 000009 0000 • • ' ... 00000. a a . • o • • ® 00000 0000.. :,.. 0 00000 .: vet.::e.L`-:0000.....u.ai- .:::•.4'::. 0• 0 0 0. MUSSUS-&-2 • • • • 0 000000 • •00000 Ik 1 • " •00• 0000 •0000• 0 • • �titfA ,:, _ • 0000 AVAILABLE IN ilex Double shear nail design Uses standard WE ib features fewer nails and length nails �.. .' ` faster installation COAT Typical HUS46 installation HUSSpecialty Options Chart—refer to Specialty Options pages 194-195 for additional details. Option Inverted Flange t f r Not available in Range widths less than 2-114". 100%of table bad. w Allowable 65%of table load when Loads nailing into the support .- members end grain. Add IF Ordering to product number. M7 Ix.HUS4101F Typical HUS410/F inverted flange installation 1-800-328-5934•www.USPconnectors.com /`USP ■ -� 7� �- �, ��STRUCTURAL - _ - CONNECTORS Dimensions Fastener Schedule'•'"•1•' Allowable Loads(Lbs.) Header Joist DF-L I SP USPSteel Floor Roof 7 TORCode Joist Size Stock No. Ref.No. Gauge W H D A Qty Nail Qty Nall 00% 715% 125% 160% Ref. JL24 LU24 20 1-9/16 3 1-12 15/16 4 10d 2 10d x 1-1/2 455 5?5 570 245 5,F6, 20 1.9116 3 1-112 15/16 4 16d 2 10d x 1-12 545 625 680 245 F30,D3,R5 JL24IF•TZ __ 18 1-9116 3-1/8 1-1/2 -- 4 10d 2 10d x 1-12 465 480 480 305 110 18 1-9116 3.1/8 1 1-112 -- 4 16d 2 10d x 1-12 480 480 480 305 2 x 4 JUS24 LUS24 18 1-9/16 3-1/8 1 1-3/4 1 4 10d 2 10d 655 750 820 510 6,F6, JUS24-GC -- 18 1-9/16 3-1/8 1 1-314 1 4 N1OC-GC 2 N10C-GC 655 750 820 510 F15,D3,R13 __. SUH24 U24 16 1.9116 3-114 2 1.3116 4 10d 2 10d x 1-12 465 535 5B0 360 2,F20, 16 1-9/16 3-1/4 2 1-3/16 4 16d 2 10d x 1-12 550 635 690 360 R12 HD26 r HU26,- 14 1-9/16 3-12 -2P51 4 16d 2 10d x 1-12 565 650 705 290 5,F30,RS 0 __JL26?r��`_ L'U26°=_ 20 1"g/16 4 3/4 1-12 6 10d 4 10d x 1-12 685 785 855 485 5,F6, 20 19116 4-314 1.12 6 16d 4 tori-xi-1/2 815 940 1020 485 F30,D3,R5 _JL261&TZ t LUC26Z_ 18 1-9/16 4-1/2 1-12 6 10d4 10d x 1-12 695 800 870 730 i r• i 181-91164.1/2 1-1126 16d 4 10d x 1-12 830 950 1035 730 110JUS26 LUS26 18 1-9116 4-13116- 1=3144 10d 4 10d 850 975 1060 11156,F6,18 1-9116 4-13116 1-3/44 N10C GC 4 N10C GC 850 975 1060 1115 F15,D3,R132x6MIJS26 ;••.= MU$26 18 1-9116 51116 26 10d 6 10d 1285 1475 1 1605 865 110 ai -_ SUfi28 1)26___ 16 1-9116 5-1/8 2 1-3116 6 10d 4 10d 1-12 695 800 870 725 2,F20, 16 1-9116 5-1/8 2 1-3116 6 16d 4 10d x 1-112 830 950 1035 725 R12 c HUS26 HUS26 16 1-518 5-7116 3 2 14 16d 6 16d 2635 3030 3295 1925 6,F15,F18, - = D2,R13 0 HD26-" -,- 'HU26- 14 1-9116 3-1/2 2 1-1/8 4 16d 2 10dx1-12 565 650n 705 290 0 5,F30,R5 11028 `." HU28- 14 1-9116 5-1/4 "2 1-9/8 8 16d 4 10d x 1-12 1130 1295 1410 730 a - '-' T- 20 1-9116 4-3/4 -1-1/2 15/16 6 10d 4 10d x 1.1/2 685 785 855 485 5,F6, _L'U26' - 20 1 1-9116 4-314 1-1/2 15/16 6 16d 4 10d x'1-12 815 %0 1020 485 F30,D3,R5 .112 -TZ LUC26Z 18 1-9/16 4-1/2 1-1/2 -- 6 10d 4 10dx1-112 695 800 870 730 Z 16 1-9!16 4-1/2 1-1/2 -- 6 16d 4 10dx1-1/2 830 950 1035 730 110 JL28 LU28 20 1-9/16 6-318- 1-112 15/16 10 10d 6 10d x 1-12 1140 1295 1295 885 5,F6, ;r 20 1-9/16 6.318 1-12 15/16 10 16d 6 10d x 1-12 1360 1565 1700 885 F30D3,R, • -- "- • r 0000• JL281F-T2 - LUC28Z 18 1-9/16 6-118 1-12 -- 8 tOd 4 10d x 1.12 930 1065 1160 730 1 • ••.••• 18 1-9/16 6-1/8 1-12 -- 8 16d 4 10d x 1-112 1 1105 1215 1215 9710 i 110 • JUS26 - LUS26 18 1-9/16 4-13116" 1-314 1 4 10d 4 10d 850 975 1060 •1ti1S • • • • • •• 0000•• JUS2rrGC---- =- 18 1-9/16 4-13/16 1-314 1 4 N10C-GC 4 N10G-GC 850 975 1 1060 1 6,F6, - '- JUS28 LUS28 18 1.9116 6-5/8 1-314 1 6 10d 4 10d 1075 1235 1345 1115 F75,D3,R13 • • • 2xB _ 0000•• JUS28-GC - 18 1-9116 6-518 1-314 1 6 NIOC-GC 4 N1t/C-GC 1075 1235 1345 719 • • - MUS26 : MUS26 18 1416 5-1/16 2 1 6 10d 6 tOd 1285 1475 1605 08090 110 • •••• 0000• MUS28 : ,�•� MUS28 18 1-9116 7-1116 2 1 8 10d 8 tori 1710 1970 2140 of M& • ••• • • 0000• 16 1-9/16 5-118 2 1-3116 6 tori 4 10d x 1.12 695 800 870 • • • _-- SUH26 --- U26 • • • •••••• _ 16 1-9116 5-118 2 1-3/16 6 16d 4 10d x 1-12 830 950 1035 725 2,F20, • 16 1-9/16 65/8 2 1-3/16 8 10d 6 10d x i-12 930 1065 1160 BOP • R12 • • SUH28 _-- _ 16 1-9/16 6-5/8 2 1-3116 8 16d 6 10d x 1-12 1105 1270 1380 800 • • • • •0.000 - HUS26 - I HUS26 16 1-5/8 5-7116 3 2 14 16d 6 16d 2635 3030 3295 1925 6,F15,F16, •••• • HUS28 HUS28 16 1-5/8 7-3116 3 2 22 16d B 16d 3970 4345 4345 "10 a D2,R13 ••••• HD28 HU28 14 1-9/16 5-114 2 1-118 8 16d 4 10d x 1-12 1130 1295 1410 730 ••• • • HD210 HU210 14 1-9/16 7-3/16 2 1-1/8 12 16d 4 10d x 1-12 1690 1945 2115 730 5,F30,H6 •• JL28 LU28 20 1-9/16 6-3/8 1-1/2 15116 10 10d 6 10d x 1-12 1140 1295 1295 885 5,F6, 20 1-9/16 6.318 1-112 15116 10 16d 6 10d x 1-12 1360 1565 1700 885 F30,D3,R5 18 1-9/16 6-1/8 1-112 -- 8 10d 4 10dx1-12 930 1065 1160 730 JL281F-TZ LUC28Z 18 19116 6118 1-112 -- 8 16d 4 10dx1-12 1105 1215 1215 730 110 JL210 LU210 20 1-9116 B-1/4 1-12 15116 14 10d 8 10d x 1-12 1595 1835 1875 1095 5,F6, 20 1-9/16 8 1/4 1-12 15146 14 16d 8 10d x 1-112 1905 1965 1965 1095 F30,D3,R5 JL210IF-TZ LUC210Z 18 1-9116 8-1/4 1-12 -- 11 10d 6 10d x 1-12 1275 1465 1595 1095 18 1-9116 8114 1-12 -- 11 16d 6 10dx1-12 1520 1745 1900 1095 110 JUS28 LUS28 18 1-9/16 6-518 1-314 1 6 10d 4 10d 1075 1235 1345 1115 2 x 10 JUS28-GC -- 18 1.9116 6.518 1-314 1 6 N10C-GC 4 N10C=GC 1075 1235 1345 1115 6,F6, JUS210 LUS210 18 1-9H6 7-314 1-314 1 8 10d 4 10d 1305 1500 1630 1115 F15,D3,R13 JUS210-GC -- 18 1-9/16 7-314 1-3/4 1 8 N10C-GC 4 N10C-GC 1305 1500 1630 1115 MUS28 MUS28 18 1-9/16 7-1/16 2 1 8 10d 8 10d 1710 1970 2140 1230 110 SUH28 __ 16 1-9/16 6-518 2 1-3116 8 10d 6 10d x 1-12 930 1065 1160 800 16 1-9116 6.5/8 2 1-3/16 8 16d 6 10d x 1-12 1105 1270 1380 800 2,F20, SUH210 U210 16 1-9116 8 2 1-3/16 10 10d +410dxi-1/2 d x 1-12 1160 1335 1450 1085 R12 16 1-9/16 8 2 1-3116 10 16d d x 1-12 1380 1585 1725 1085 HUS28 HUS28 16 1-% 7-3116 3 2 22 16d 16d 3970 4345 4345 2570 6,F15,FIB, HUS210 HUS210 16 1-518 93116 3 2 30 t6d 16d 5310 5510 5510 3205 D2,R13 HD210 HU210 14 1-9116 7-3116 2 1-1/8 12 16d 1690 1945 1 2115 730 5,F30,R5 1)Uplift loads have been increased 60%for wind or seismic bads;no further increase shall be permitted. A 2)10d x 1-12 nails are 9 gauge 10.148"diameter)M'1.1/2"brig. 3)Minimum nail embedment shall be 1-1/2"for 10d and N10C-GC nails;1-518"for 16d and N16C-GC nails, 4)16d sinkers(9 gauge x 3-114"long)may be used at 0.84 of the table bad where 16d commons are specified. I 5)For JUS and HUS hangers:Nails must be driven at a 30°to 45'angle through the joist or truss into the header to achieve the table bads. 1 I1 6)WS15 Wood Screws are 1-1/4"x 1-1/2"long and are included with HDD hangers. 7)WS3 Wood Screws are 1-1/4-x 3-I ong and are included with HDQ hangers. c�W� p AM- 1-800-328-5934•W W W.USPconnectors.com continued on next page i I This safety .alert symbol is: Ted ,tf2 att..................... ract attention! Pi=RSONALSAFETYiSiiv QL�I D� h j4r 'DANGEF� aA<f?Ai+IGER .. si 8nates a>pon,ditioA . you see.this symagl :BECOME /ALERT• ME1;D ITS i i +herefatlrarptAfoIjowinstrMctiq $Arheed Worn. MESSAGE. _' t rng will m9st�Jtely;res #aylr��5prlous persAnal '` inJury;Qr.cieath ar-:dame ostcUctyres, .< g� CAUTION::.A CAUTION identrl=tes:sefe operating (�I;ING� , practises.or indicates unsafe conditions:that could Y ' ' ARNIl�I .+describes .condii'on• w where faiiurt0fol{Qy�in strt�cti4ns ooufcl result lra result in persona' injury or damay�.to$ r,u,cti„ires ".' ----=- severe �erst rtal-injury or;tlamage to structures. HIB-91 Summary Sheet ..�.._. COMMENTARY and RECOMMENDATIONS for HANDLING, INSTA1,1ING & SPACING METAL TRUSS PLATE INSTITUTE PLATE CONNECTED WOOD TRUSSES® - " 583 Donofrio Dr.,suite 200 Madison,Wisconsin 53719 It is the responsibility of the installer (builder, building contractor, licensed personnel inthewoodtruss (608)833-5900 contractor, all 3n brace recrion contractor) to proRc•rY receiya,r unload,_store, involved,be presented as a guide for the use of a qualified building designer or industry,butmust,duetothe nature of responsibilities handle, install snd brace meter ph3te connected woc, trusses Ic3;Prntect fife and .installer.Thus,theTruss Plate Institute,Inc.expressly disclaims any responsibility roe .Theinsiallermustexerasathasamehighdegraeofsafetyawarenessas fordamagesarising from the use,application orrelianceonthe recommendations with any othor;atuoturalr6aternal.TPI does not intend these recommendations to and information contained herein by building designers,installers,and others. beinterpretedassuperiortothe projoctArchitect's orEn�ineer.'sdesign pecification Copyrght©by Truss Plate Institute,Inc. All rights reserved.This document s. forhandling,installing and bracing wood trussesforapar'icularrooforflooi.-These any part thereof must not be reproduced in any form without written permissioof n — recommendations are based upon the collective exp-rienee,ofAe�di technical- of the uul sher.Printed in the United States of America., CA TU ION rThebu p h fitter,building(onfra" ori"Icerased { ' contractorerect=pr or erectlor ;,ntracto �s adR ` CAl�Ti0�1 Ali-temporary orae ng should be no less vised:to obtain and read the er".#iee` ooklet=" o ? ' thanY i�racle`marked IpjT ber All,eanst:ections rnentary and Rec t mmendaUAn rctrllFi Blit S ,°uld`i�e rpoij With mir11MUM sof 2-416d rialis.`%�Il g, 1n�>, trsaes aesume:�2'Rn=` ente.r of tS '�l':mu �- 1 vt�tHing &`'.Bractn,j' Metal C,onnect�d 1Nood �4:xh , TrUsseS, i�i8 91" t+om.:the �' irr �rpssesf„if wld fie p*,�acted . ether in:accv'rr Tr+ps' date lristft to r ,r dance`vy!#h s!e$ign QI "° , pr►QrYFa�ras.�alatno •:• 444TRUSS STOF3AGE •••+•• .... F. .. .. . CAlJT1QR '!Trusseshtiuld list ••• j= - . -- �� .� :� !_ be �nlaads�l 9n,ro h ain o � ;` ---�•�• tq (-- une�venrsyace$:vvlticl cslatlti _ —'� , ea se w. . _ �. damage tRt#tp,tfu�s S l � s� Illi i��lrl 81-10' 8'-10, \\ • Trusses stored horizontally shot!ldbesup- ported on blocking to prevent excessive —' lateral bending and lessen moisture gain. Trusses stored vertically should be braced to.prevent toppling or tipping. '.i WARNLNGt',Dot n N�ty . Qt breal�bandin? until tnstalla DAHGF tion;begins.or lift byandled,!rues p c' y "DQr pt SXRr pundles upright ugless s tMQ barid� p!.Aper(y braped WARNIN j k�F�DA(vG� ,.WaIki�� Qn_ r�ss�$`�n+hi�h are l in G. po nonuse damaged trusses,; _�y y g r ,Yflati$extrer)tely4angergu$and:shq+ldbe.strletly Frame 1 T' _ WARNING 'Do not attach cab $�> ;>r~� t+, ,,� I l - I A ,hooks t.4 the web rrlem a kfa4� Y 4 AIN ti r 4 note 1 i I�I� des d rus �y►t 1 i'.� fR yt5 n4 t ^c/yy�'e8ter 3Dta ft }�. # s J'ti r&l"^f'c 4 'f<h >/:.'' L�•a �ftr^C.3't nl�1 e,.�Bal�.}.n l60° 60° MECHANICAL` 9r or less or less k;;'INSTALLATION ' Ta APProx m�a et I pp--� 9 � Y Approximately Tag Line /=truss length '/z truss length Line .� Truss spans less than 301. Lifting devices should be connected to y Spreader Bah the truss top chord with a closed-loop attachment utilizing materials such as Strongback/ •,-- slings,chains,cables, nylon strapping, SpreaderBar Toe In Toe Inetc, of sufficient strength to carry the 10, d weight©f the truss.Each truss should be F set in piaper position per the building designer's framing plan and held with + h Approximately the lifting:device until-the ends of the -'%z to/i truss length trtus are securely fastened Aroximatel and tempo- '/J to '/4 truss,ength Loss than'or equal t060' _ rary Will Ing Is installed. Tag Greater than'60' Line - Tag Spreader Bar - Line Stron .� gback/_ ;. SpreaderBar 10' 10' Toe In Toe 1n At or above mid-height • Approximately '/2 to Y3 truss lenth • A roximatel • • Less than.or equal to 60' _ Tag •ytaS/+truss yerig>Ft • Tag ••• .• Line Line r neater thin 6617 •"• ` CAUT10 , T ...... • . t emporar :4:P- 0 shAi!!ir ►rl tbl .. .; z tts �s° rlt1 $mtl y. 1 + 1haet .. VI� 1 b ap�1f�g4Faftt �os ,s ,: 4 s de �# N n f�ssl � � r Gtny arr8rigt?ri�ent;is. es'Ire�l �. r ��i�f UIffFi7r'��'a s,•• :.-y Re �91est ,A#aYl r c 9 �S k p�mrno + edtt$fgn SReclficatr �"fo , r i �^�lsr, 41;�p<Wtt7; r ,. Tresses ;f? z, fir.,er�pvr r .racrn {of d a x � .' r:Q*SI9, aftd in$arse o S. S apbw �ixmine !fder �cirlg 1s pos$Ibl `"k w�tJ" ^a�i777 GROUND-BRACING BUILDING INTERIOR GROUND rBRACING: BUILDINp:j X falb�f�% ; GB Tqp Chord • Typical vertical, l T attachment Plan End Walt 7de Blocking Grosund brace / ��\�7 t� \ w rticai(GI Chord Chord�GBV �� \ ��pp Vii" s;•s \,'`�IJJ`� Ground ra ce Vertical$(GB ) watt Ground brace V I ;ru oflll OI Wl ax, diapdle(G13� ri4' i p trugsas n4 b ) Ground brace Vertical("v) Ground brace Iteral(LBS) \��Groundep` fIAsa W¢ lld 1 jlt irYrace, �d+pyon (s G p)`; ;f` '4 , roup of tru" Note:2nd �" ✓. w l ` + err nd x(E6) :\ ad Jtoor•xyetem ph#I)`t1�lVe �� «Watg�Qaclq!tgauAJ�t'ttiC9Yn i ,��` I I _ . br�Cea,�Ij,t ��. / al.r zt/;�4 R t r(,• J t 53 J �• � Y t JJ 'r jx j N P(x baekY SL(Yt •,'."�rr ground stake 1•t floor Driven Typical horizontal tiej •s r�+� v y ' ground stakes multiple ta (HT) stake. member wi4h i t S. ' r '! + F�rrY}S'��,'��,+�' "t�' a k� yh`4�• r`. .p �y r,• , fit+ -�CAUTIONiz:Grouta I •� , ., t r � �ir�.� �`r ' Frame 2 • 12 + + W 11 l TOP CHORD 4 or greater A. y� '?MINIMUM I iTOP, CIIORQ DIAGONAL'BRACE LATERAQIt�DRACE $PACINGI DBS o SPAN; ,!PITCH i SPACING°LB trUSSBS U to 32' 4 12 6 hs;l!F, ' Over 32'-48' 4/12 6' 20 15 Over 481-60' 412 6 10 7 Over 60' i 5' 6 4 See a reg stered professional Engineer DF-Douglas HF-HeFir Fir-Larch SP-Southern Pine SPF-Spruce-Pine-Fir Continuous To p Chord All laterabraces l LateralBrace --' r,f>�� :terms lapped at least 2 Required trusses. —�-- �" 10'or Greater xl - Attachment Required ----------------- trpt r s' . r .0 � M1 Vit:,•.: Y '' Topehordsthatarelat'erailybr`acedcanbuckk A��e •'4T logelherandcausecollapxifthereianodiago- "� .' - --;r aablxacin Dia ` � • • , g. gonai bracing should ba nailed `" ':'•' %Ft; iY fit' ✓; • ••• •••••• to the'underside of the top ctwrd when purlins - - • ••••s• so are attached:tothe topside d the top chord �, '� • r •• • '� I'. s• . ' d "' WAF lill{'Nt x r t:.7, R •••• T ., ,1/�p severe?p�rat� 4'-S��4V�Mta�,G1w �1 � r� y w -- '"f�a?°.'•q.ys iri?"'t'Z nK�'.�. f��•'�F• �k'i.:��iy'�L ��S 'i"^iS.r,��'w�� j. Y t G �n�N►11�„�}�. a TOP CHORbi, •• •o, - MINIMUM TOP"CHORD ' ` DIAGONAL$RACE ••••• _ • ' PITCH ' r LATERAL BRACE SPACING SPAN• DIFFERENC SPACING LB 12 • ' �'• • • {" S) +.. '[#trusses]z ' S � •`A,` •••�•• •••••• SP DF` ;:;SPF HF ' • • • d� • : ', U to 28' 2.5 • •••••• �' 17 12 •t• • • Over 28'-42' 3.0 • 6' •• ' Over 42'-6Q 9 6' 3,0 5> 5 3 � \ V Over 60' See a registered professional engineer \ DF-Douglas Fir-Larch SP-Southern Pine HF-;Hem-Fir SPF-Spruce-Pine-Fir i Continuous Top Chord Lateral Brace —� All lateral bracess. .r. Required ' ' lapped at least 2 > `- 10'or Greater trusses. Attachment Required t : �• .r�;:: � o• i .nfik N-- Top chorda thatarglatorally braced can buckle i toDHh•randcause eollap"iilbereisnodiago- nal bracing.Diagonal bracing should be nailed 4 { ti to the underside of the top chord when urlina , A are attached to the topside of the to P chord. ! 'I SCISSORS TRUSS i Frame 3 12 —� 4 or greater r� I BOTTOM CHORD BOTTOM''HORD DIAGONAL BRACE t' MINIMUM T LATERAL'BRACE SPACING(DBS) 'r) PITCH " SP SPANACING(LBS) [#trusses] / I Up to 32, 4/12 15' 20 15 Over 32'•.48' 4/12 15' 10 7 Over 48'-60' 4/12 1 15' 6 4 Over 60' See a registered rofessional engineer DF-Douglas Fir-Larch SP.Southern Pine HF-Hem-Fir SPF-Spruce,Pine-Fir All lateral braces b1° ` lapped at feast 2 t!� ;al— r trusses. --- "°v. � 4•' ��x �yam,.,=. Bottom chord diagonal bracing repeated at each end ohhe building and at same _ r � k �: • i spacing as top chord diagonal bracin '' -- g ,_Lr-: ' BOTTOIOI'r HQRDPLAiU* *I • r WAfiN�� Fai�yreo�#a�il �vhlesr got nlendatlq Gc��ljs1J $5 las d reg ,. L r seve�e�p rsonai to Ury:�t�da t 9 Ktr�ss,es; r#1 Ild�n S { r .� . :. r' .,,.. �;•,• i 5.:.'..q, q ..r.;+:•, t_ iy'.y. �„Ni�¢:.'T,.,�, •'•9k�f5 k,n�• -,tri"•." rl-+:1 y �••••.,,.i, j •• •• •• i • f•••f• i •••• •0 0 ego• .`, Cross bra [n F g rgpeated °r at each end of the "Po. building and at?0' s Intervals. j Cc u i Al r Permanent Gss0o continuous @) - lateral bracing ce `' r •� as specified by the ' truss engineering. WEB MEMBER PLANE Y , Frame 4 TOP CHORD' ?: 2x4/2x6' PARALLEL' Continuous —� TOP CHORD DIAGONAL BRACE CHORD TRUSS Top Chord MINIMUM LATERAL BRACE SPA CING,'(DB� " r Lateral Brace SPAN DEPTH SPACING(LBs) #`trusses Required Top chords that are laterally braced can buckle x S P/D.F. -SPF/H F t etherand cause colla O to r 32' 30 °g bracinpse it g re should odiago- 10'or Greater 8 16 10 nal bracing.Diagonal bracing should be nailed � Over 32'-48' 42" 6' 6 4 to the underside of the top chord when purlins Over 48'-60' 48" 5' 4 are attached to the topside of the top chord. •---IL_ 2 Over 60' See a registered professional engineer DF-Douglas Fir-Larch SP-Southern Pine Attachment HF-Hem-Fir SPF-Spruce-Pine-Fir Required AIL 107-r4 30"or greater 177 t �= 5 ; • a 4 , FR ti bfaGeS lappt:d r h }-rr�.i 'fir ya !r „�r , 3, _ t'��'T�1S�L'S. 5^.��. t� 17�+��rt�j ,�,KM��t-(f� 7��1� { ^l # �K'y i. �'a.�,{ /� ��,. - • The end f�1c''tr' y ��sx ', av� '� yr>�t,,kkt.,� ��p kt, a ✓' °itTf l� � � diagonal brace' for cantilevered t< rsl i�`r:•r'1Di„ n f i rry ,( i.*i}1`•'f r 1i,^"'=i yzJ ttiy-f'S,Ae �:.,, End diagonals are es �1f "►r 'rr s�e4 ial-for " a r r1, " r trusses must be p - p stability and must be dU licat Shs, tt fr P+Yh�� x� ) v +k • • >y laced on vertical P -P' r a "aY�° ° I + n w% •••••• webs-in line with bosh ands of the truss system. x �� 1z, ;Y� y r ••• • ••••„ , h,ti1k •cs>q�t•• • • • the Support: r. ' ••% • • e to 77 i r WARNING alWret9folloWthesereccinjmenonsca»Idc syltht• ► • ' ,:' ' severe' �rsgnal t tar 'or'da a etotrusSesror..b �;' ._ �� + {� �1 Y fn 9 ttlldingS, �., •lot 4 4x2 PARALLEL CHORD TRUSSJOP'CHORD — — •� to •.Qpntinuous �'� • Topchurdsthat are laterally braced can buckle - i • 1�p Chojd "• \ •• • d +ateral E3vsmo•• •e•••a . ogetherandcausecollapseifthereisnodiago- • ,nal'Pracing.Diagonal bracing should be nailed • • Required .totlie underside of the top chord when purlins • • •••� ,'� are,attaehed to the topside of the top chord • IT"Greater • � Y 15 Attachment Required i 30'(4$ 1y � �j rs Tl4SSes --7f— 31�2a i h t•' 1. I� ��.t r L Trusses must have turn- W.,err' k` ber oriented i' the hori- All lateral , { tr a L Y. xr Ir. ,,'�.. .zontal direction to use �. .,h a� ��.�; , this bracespacing. ^••�IeaSt1Wfl .`� ,U pi..kit�n, �'�� M'{W) , -� 3.r rKxrr�ar9�}';„tY+[��L�,sr. -1}tsseS s2 X rad r Y x t z r k r tCr Jnr ti +t f r t v v i a 4 -..yi.^ .h*J•n,y I *n:r �$.;h t g t : 1 L � .�f r N y �r t ^.'G..+$S. IS' 'f � 5•..:i f SI �'�' 8 P m 3� !-"3 h�, � _,A h,l A(' End.diagonals are es ;i i 5x f r :1" rr' a t`� s"t'yg` �+ef�tlgf T F rr } �'r� ""kF ` x1`, rf� stability and must be dupl'rdalf x both ends of the truss system. Frame 5 I {: 4 12 + ' TOPrCHORb ti+ — 3 or - A': TOP,CHORD i DIAGONAL BRACE greater MINIMUM LATERAL BRACE SPACING SPAN PITCH t3PACING(LBS) ; [#trusses] e• U to 24' 3/12 $' SP DF SPF HF rhe 12 Over 24'-42' 3/12 7' 1710 6 \ Over 42'-54' Over 54' See a re istered rofessional en ineer DF-Douglas Fir-Larch SP-Southern Pine \ HF-Hem-Fir SPF-Spruce-Pine-Fir I rya ey RX P All lateral,braces lapped at?least 2 Diagonal brace' s� ` - trusses. also re4ulred on \ ' end ..vel=t[cals. � _y \ Continuous Top Chord Lateral Brace 1. Top chords that are laterally braced can buckle �� `� ,y R@gUlr@d 1 togetherand cause collapse iflhere isno diago- nal bracing.Diagonal bracing should be nailed to the underside of the top chord when purlins } 10°or Greater are attached to the topside of the top chord. MONO TRUSS. AttachLet•; a ; 00•Requir8d0000• • • •• . •• A M 0.00•• • � � I . s •• 0000•• RNJNG; allureo�411Q� tt $Se��co r isev e f n *!fits eatlons cowl�. es I� . � Y 1� �, Y t• e[ [?eiOn* 111J: r a r , >✓Al �� 7 4 or •� : ii . 'T k' ry i►'ttyr�+t e..!'t�' �- -- INSTLLO • r AC '�Ytl�•��0•Bow lr: 00000 Length• :0 0 0.0 PLUMBD(n) I D/50 12 1/4" 1 1 ` Lesser of 24" 2 i' 2 ' 36" 3/4" 3' L/200 or 2" . 48" V. 4, 1 60" 1-1/4" 5' I 72" 1-1 2" 6' L(in) L --�� (In) I 84" 1-3 4" 7' Truss I 96.. 2.. 8' Depth 1 108" 2" 91 P I T D(in) :::::::::::::......:::::::::::::::.. I ::::::::::::::::::::.....................:. Lesser of Lesser of I L/200 or 2" D/50 or 2" •aximum ±'/, LUn) t'U200 L(tt):, L(in) U200 L(ft) Ni'Misplacement Plumb 50" 14" 4.2' 200" 1" 16.7' Line 100" 12" 8.3' 250" 1-1/4" 20.8' t� 150" 3/4" 12.5' 300" 1-1/2" 25.0' OUT-OF-PLUMB INSTALLATION TOLERANCES OUT-OF-PLANE INSTALLATION TOLERANCES -:a•� V1lA�NING D2 � � '.. 'f. :ry ' �. .��''�,�' s' ,r,- � �pANGER ,�.lncle�t�r�q' i��f�iu�t�t�t e t� 44t cut,tr4sses " r :#o�n�truct UnbrBCed OUS.^�e.. n�` 4CQ(� Frame 6