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RC-16-623 (2)BUILDING PERMIT APPLICATION Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FEB 2 1 2017 1 + � E s T� FBC 201(r Master Permit No. 9C I (o — �7 3 cT Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑ PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 94 NE 93 Street City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: 1 1-3206-013-0150 Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type OWNER: Name (Fee Simple Titleholder): Charles Walter AAA,,,^^.94 NE 93 Street City: Miami Shores State: FL Flood Zone: BFE: FFE: Phone#: 347-281-0407 Tenant/Lessee Name: Phone#: Email: 33138 CONTRACTOR: Company Name: &W10( ( P C_ Phone#: 3iz" GgLr. `-''f /2- Address: /lJ"W (=�L= - City: State: �-- Zip: Qualifier Name: b9-t-A00 "t c> irj (/,,—I Phone#: State Certification or Registration #: r"j& C-' c.� (10�� Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: 0K AAS CLq? Square/Linear Footage of Work: C4*( �>e elIC ��$( Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: 1-n .i :. S�� !C rya rti. Specify color•of color#hru'>jfle:� Submittal Fee $ Scanning Fee $ 12 Permit Fee $ O CCF $ ,,,,,s ;,CO/CC�e r.r.,:� .,_,, Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ DBPR $ Notary $ Double Fee $ Bond $ h` TOTAL FEE NOW DUE $ <q 2 (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address . City State Zip 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 11 OWNER or AGENT , The foregoing instrument was acknowledged before me this .2-1_ day of fe_ bruar-�j 120 1-1 , by _r_,ba,rks , who is personally known to me or who has produced 'DL. on -GI-c as Signature CONTRACTOR The foregoing instrument was acknowledged before me this 21 day of f-,60M Ckni 20 1-1 by ()r-`q r)ao _.C41-esias , who is personally known to me or who h2 p� d D._ o✓1 •ih 1 P as ,identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign.Sign: i Print: Print: " Seal: �` h��1"%;, Suyapa T. Vasquez Seal: • = Commission # F*2611 '� Commission FF942611 =. Expires: December 9, 2019 Expires: December 9, 2019 �` Bonded thru Aaron Notary APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) P%C 1(0_i�T-A P Royal Truss Manufacturing x; 'S 5075 NW 79th Ave. Do I FL 3316 :Royal Truss 1,78 020 IV51 7. Site Information: Project CustomerORONI CONSTRUCTION cup I ^ Site Address:94 NE 93 ST MIAMI St: FL. Zip: _..: -General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show _ .. . Special Loading Conditions): i. Design Code: FBC2014/TP12007 Design Program: 7.63 Jul 9 2015 Roof Load: 55.0 psf Floor Load: N/A i i Wind Code: Wind Speed: 175 mph This package includes. - 11 individual, -dated Truss Design Drawings and 0 Additional DraVv"Js. With my .s.eal affixed to this sheet, .I .hereby---certify--that I am the Truss Design EA9�r►ear and 1111soindex 9Fl V .'. . conforms, -to 61 G15=31 003;- section 5 of the Florida Board of Professional En meets Ruled .... No. Date Truss ID# Seal# 1 02/09/17 CJ9 A0039258 2 02/09/17 GR1 A0039259 3 02/09/17 H1 A0039260 4 02/09/17 H2 A0039261 5 02/09/17 J 1 A0039262 6 02/09/17 J3 A0039263 7 02/09/17 J5 A0039264 8 02/07/17 Ti A0039265 9 02/09/17 T2 A0039266 10 02/02/17 V4 A0039267 11 02/02/17 V8 A0039268 • •••••• • • ••••• •• •• • •••••• • • • • • •••••• n .. STRUCTURAL APPROVEr' The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameter provided by Royal Truss Manufacturing, Truss Design Engineer's Name: Orlando M. Fortun, P.E. PE # 22249, EB# 0005512 NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. 0AT ►1--- • ,GENS,c,'° • O� �i111391h•TE`�tACE HI.1Y11 F10R1tiA 3 �i:; f�57•''61.�g11$^,�-FAY,,f�5116]-3D{4 FEB 0 8 Page 1 of 1 Engineers Name Date PREW OF STRUCTURAL SUBMITTA L ARED BY SPEC' �T1r ENGINEER REVISION CONSISTS OF CHECKING: THAT THE SPECIFIED STRUCTURgL SUBMIITTAL FORTH I D AND IS CONSISTENT URA THE C FORTH IN THE STRUCTURALHAS BEEN CHECK OF DIMENSICNS CONSTRUCTI CONFIGURATION SET WAS�ERFORm ON DOCUMENT (NO THAT THE SUBt.IITTAL EDI, FLORIDA RE SUBMITTAL HAS BEEN SIGNED OUR IyTENT A,,..- PROFEgS;ONA ED AND SEALED Sy A TuE C�t:S7 U_ED THE SPECtFIED�O HAS UNDERSTOOD CALCU�c RUCTSOt_RF CUI7ctlT {NO DETAILEpPRO"D vN ERIA •�� ED IN Rc`Vllyy Jk7"IED! CHECK OF MAKE CORRECTION T ON N�"we C REVISE AND RESUOT ED G NOT"ROVED DATE: REVIE4YED BY: ' Aimee_engll AINEE ROORIGUEZ, PE oo.com 786.2857157 ®°h FAX: 305.258 SIG j ... . . • ... . • . .. .. . . . .. .. . . . . . . • . . • . ... . . . . • • • . . ••• • • • • • • • • • • • • • • • • • • • • • • • • 000 000 • • • • • • • •• ••• •• • • • •• • •• • • • • ••• • • • • • • • • • • • • • ��<hr•�w Job Truss Truss Type Qty Ply A0039258 1-8-17 CJ9 MONO TRUSS 2 1 Job Reference (optional) 7.63U s Jul 9 ZU15 MI I ek Industries, Inc. I nu rep uv 133ts:by zu1 t rage -i ID:1 Md7RM?CmAQElnx2re_LS6zgmRW-ZdL?st?ohEiEX7DZQyUGIuBPf31P5RrWdZL5tLzmsww -3-10-0 5-8-7 9-10-13 3-10-0 5-8-7 4-2-6 - Scale = 1:25.4 4x4 11 2.12 F12 4 5 LX4 11 5x6 = 5-8-7 • •••••6-10-13 • • --- - - — 5-8-7 4-2-6 • • • • Plate Offsets X,Y -- 2:0-6-1,Ed e 4:0-2-4,0-2-0 , 7:0-3-0,0-2-12 • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl • • PLAT E 8• GRIP • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.47 Vert(LL) -0.03 8 >999 •a4() • hZ�20 2"490. TCDL 15.0 Lumber DOL 1.33 BC 0.39 Vert(TL) -0.08 7-8 >999 • i84 •. •' BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.02 7 n/a ; n/? BCDL 10.0 Code FBC2014ITP12007 (Matrix) Wind(LL) 0.54 1 >93 90 • • • • • •; • Vreight!i4 Ib FT = 0% LUMBER- BRACING- • • • • •' • • • TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP M 30 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-8-15 oc bracing. OTHERS 2x4 SP M 30 MiTek recommends that Stabilizers and required LBR SCAB 1-3 2x4 SP M 30 both sides cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=871/0-8-0 (min. 0-1-8), 7=808/0-3-8 (min. 0-1-8) Max Horz 2=264(LC 4) Max Uplift2=-831(LC 4), 7=-673(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1204/671, 3-9=-1157/678, 4-7=-412/493 BOT CHORD 2-8=-850/1141, 7-8=-850/1141 WEBS 3-7=-1024/747 NOTES- 1) Attached 10-0-0 scab 1 to 3, both face(s) 2x4 SP M 30 with 1 row(s) of 10d (0.131 "x3") nails spaced 9" o.c.except : starting at 2-10-14 from end at joint 1, nail 1 row(s) at 7" o.c. for 2-4-1. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-3-10-5 to-0-10-5, Interior(1)-0-10-5 to 9-10-13; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.O psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 831 lb uplift at joint 2 and 673 lb uplift at joint 7. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the anal sis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as fron (F) or back (B). LOAD CASE(S) Standard ��QIyJtJ. U �u t�t'3►tl U 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Coa7m E16MM PA Uniform Loads (plf) Vert: 1-10=-90 P..7,-A . CA VWhV Continued on page 2 1220 51i1341h TE.'&AL'E KA. IL F11 WA 3355 ,EL- OM) :62 b225 FAX- l305 2r,?_W 4 FEB 0 8 �0 Job Truss Truss Type Qty Ply _ A0039258 1-8-17 CJ9 MONO TRUSS 2 1 - ; Job Reference o tional "Ji er iridta'. i, 59 20' 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Feb 09 13:38:59 2017 Page 2 --! r.: ,r•, - : Id_ ID:1Md7RM?CmAQEInx2r8_LS6zgmRW-ZdL?st?ohEiEX7DZQyUGlu8Pf31P5RrWdZL5tLzmsww LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 2=-2(F�.9, B=9)-to-6=-49(F=-15, B=-15), 10=0(F=45;-8=45)-to-4=-217(F=-63, B=-63), 4=-157(F=-63, B=-63)-to-5=-163(F=-66, B=-66) Y • • • • - • • Y • • so • •••••• • • 00000* •••••• COaLTM WIM , <�s r -� L I FEB 0 8 20W Job Truss Truss Type Qty Ply A0039259 1-8-17 GR1 ROOF TRUSS 1 2 .., • _ Job Reference (optional) _ v 0 I I I !V! ! or, _ - " - t.63u s JUI y zul b MI I ek InOusrrles, me. I nu reD uy -I o:au:uu /u i t rage i I0:1Md7RM?CmAQElnx2r8_LS6zgmRW-1pvN3D0QSXg59Hom_g?Vg5gT_T1hgvFgrD4ePnzmswv -3-1-0 5-0-0 10 3 8` 15-8-0 8-0 _ 23-9-0 3 1-0 5-3-8` 5-4-8 5 20 0-0 3-1-0 Scale = 1:44.5 3.00 12 4x8 = 2x4 II 4x8 = 3 4 5 v v IM 0 iu 2x4 11 5x6 = 48 = 2x4 11 • s ••s.• ••+e•• • 5-0-0 10-3-8 15-8-0 • • •20�11 } + • 5-0-0 5-3-8 5 4 8 • • �0 e • • • • • • • Plate Offsets X,Y -- 3:0-5-4,0-2-0 , 5:0-5-4,0-2-0 + • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft `t=d"; ART• 6RfP'•� TCLL 30.0 Plate Grip DOL 1.33 TC 0.94 Vert(LL) -0.26 9 >910 •Z4(09 MT20 @"*9()D TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(TL) -0.60 9 >399 •i80be • BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.06 6 n/a ; n/d+ ; . • • • ••; • BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight! fl5 lb FT = 0% • • • LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly apMlhd. BOT CHORD 2x6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=2072/0-8-0 (min. 0-1-8), 6=2072/0-8-0 (min. 0-1-8) Max Horz 2=80(LC 4) Max Uplift2=-1348(LC 4), 6=-1348(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5566/2529, 3-4=-7315/3380, 4-5=-7315/3380, 5-6=-5575/2529 BOTCHORD 2-11=-2275/5335, 10-11=-2283/5385, 9-10=-2283/5385, 8-9=-2363/5393, 6-8=-2355/5343 WEBS 3-11=-68/471, 3-9=-1266/2014, 4-9=-837/615, 5-9=-1258/2005, 5-8=-64/473 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at O=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. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (6) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -3-1-7 to-0-1-7, Interior(1) -0-1-7 to 23-9-7; Lumber DOL=1.60 plate grip DOL=1.60 - 5) Provide adequate drainage to prevent water ponding. _ 6) The solid section of the plate is required to be placed over the splice line at joint(s) Fthve 0�(5! UL'�JfUJ. (ll`Oi U 7) Plate(s) atjoint(s) 3, 5, 2, 11, 9, 4, 8 and 6 checked fora plus or minus 0 degree rocenter. 8) Plate(s) atjoint(s) 10 checked for a plus or minus 3 degree rotation about its centerMUM PA 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w loads. C3Y�. /BTI� WL . 10) Provide mechanical connection (by others) of truss to bearing plate capable of witlb uplift at P`3 -QWM2 and 1348 lb uplift at joint 6. Continued on page 2 1220 511391h TEW.A E HIAr1L FLOMA 3355 i EL- (X5);62 6225" fa7('- (31J512b1-i0{4 Job Truss Truss Type Qty Ply A0039259 1-8-17 GR1 ROOF TRUSS 1 Job Reference (optional) ou /.03U s dul u zui b MI I eK Inaustrles, Inc. I nu reD Uy 13:Jy:uu zul i rage z _Md7RM?CmAQEInx2r8_LS6zgmRW-1 pvN3D0QSXg59Hom_g?Vg5gT_T1 hgvFgrD4ePnzmswv NOTES- 11) Girder carries hip end with 5-0-0 end setback. .12) "Semi -rigid pitchbreaks>with;•fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection;device(s) shall be provided sufficienPto support concentrated load(s) 321 lb down. and 154 lb up at ,15-8-0, and 321 lb down and 154 lb up at 5-0.0 on.bottom'chord. The design/selection of such connection device(s) is the responsibility of -others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-143(F=-52), 5-7=-90, 2-11=-20, 8-11=-32(F=-12), 6-8=-20 Concentrated -Loads (lb) .... Vert: 11=-321(F) 8=-321(F) . � 0 0 * 0 .. .. ...... . .. .....- ....•. .: . . .... . .. ..... . ....•• . : .•.•. . • • . ••.... . . . . . ...... orliiclo nil. for&M c I FA M 4:.. i FEB 0 8 2017 Job Truss T uss Type Qty Ply Job Reference (optional) 'mZ1.1/' , /.b6U S Jmuzu,b mi/eKmausinesinc. /nu reD u�j ncale~1:44.s wm= -~=�m|1z ' *m= 4 aX4 o 3x*'zz . 09 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP uuIVIaER- oRAC|NG- TDPCH[}RD 2x48YPGG TDPCHORD Structural wood sheathing directly applied or3-5'1Ooo oOTC*ORo 2x4GYPGO pudmo. WEBS 2x4GPNo.2 BOTCUORD Rigid ceiling directly applied orO'11'8ocbracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection� in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=14110'8-0 (min.O-1'11).7~14110'8-0 (min.0'1'11) MoxM _ Max Up|ift2='999(LC4).7=-999LC5) FORCES. (lb) 'Max shown. TOPCmono 2-3~-2667n041.3-4=-2652n0894-5=-2577n080.5-6=-2652n088 6-7='2667/1040 BoTSHonD 2-13=-837/2488. 12'13~'837/2498. 11'12='853/2577.10'11~-853/2577. 3'10='807/2498.7'e~f07/24e8 WEBS 4-12~0o55.5'10~0255.5'12=*39/177.0'10~-433/177 moTsn' 1) Unbalanced roof live loads have been considered for this design, u)vvmu: Aaosr-10;vun~1 cat.x; sxpo;snn,GCpi=o18;c-Csmenor(e) {-1'7m-0-1-7.mtenor1)-0-1-7m23-9-7; Lumber ooL=1aoplate grip _ oOL~1.6o 3).Provide adequate drainage to prevent Water ponding. 4) Plate(s) at joint(s) 4, 5, 2, 13, 3, 9, 6, 12, 10 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wiZ any other live loads. 7)-Provide mechanical connection (by others) of truss to bearing plate capable of wths landing 999 1 b uplift at joint 2 and itchbreaks with fixed heels" Member end fixity model was used in the E6MTA PA LOAD CASE(S) Standard 28W Job Truss Truss Type Qty Ply A0039261 1-8-17 H2 ROOF TRUSS 1 1 Job Reference (optional) /.b3u s Jul v Zul b mi I eK inausirles, inc. i nu reu vy !:J.oy.uu cu l l rdyc i ID:1 Md7RM?CmAQElnx2r8_LS6zgmRW-1 pvN3DOQSXg59Hom_g?Vg5gZwT4igw_grD4ePnzmswv 3-1-0 5-0-8 9-0-0 - 11-7-0 15-6-8 20-7-0 23-8-0 3-1-0 5-0-8 3-11-8 -- 2-7-0 3-11-8 50.8 3-1-0 Scale = 1:44.1 4x4 = 4x8 = 3.00 rl2 4 5 ' - 3x4 % 3x4 3 6 •••� '- • • • •••• •••••• co N •••••• 13 3x6 12 10 11 9 3r6� �• •• i� • • 2x4 11 3x8= 3x4= 2x4 11 •••••• •••• • •• ••••• 3x4 = •••••• • • •.••4 • I 5-0.8 9-0.0 11-7-0 15-6-8 , 20-7-0 � • 5 0.8 311-8 2-Z-0 1 3-11-8 5-0-8 • • Plate Offsets (X Y)-- [2:0-5-3 0-1-8] [5.0-5-4 0-2-0] [7:0-5-3 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.56 Vert(LL) -0.13 9-10 >999 240 MT20 244/190 I TCDL 15.0 Lumber DOL . 1.33 BC 0.39 Vert(TL) -0.32 9-10 >758 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 96 lb FT = 0% LUMBER - TOP CHORD 2x4 SYP SS *Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SYP SS WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 2=139910-8-0 (min. 0-1-10), 7=1399/0-8-0 (min. 0-1-10) Max _Horz2=70(LC 4) Max Uplift2=-970(LC 4), 7=-970(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2800/1061, 3-4=-2266/889, 4-5=-2172/891, 5-6=-2265/889, 6-7=-2801 /1059 BOT CHORD 2-13=-857/2633, 12-13=-857/2633, 11-12=-701/2171, 10-11=-701/2171,. 9-10=-925/2634, 7-9=-925/2634 WEBS 3-12=-525/241, 4-12=-32/256, 5-10=-45/256, 6-10=-526/238 Structural wood sheathing directly applied or 3-10-5 oc purlins. Rigid ceiling directly applied or 6-11-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -3-0-7 to-0-0-7, Interior(1) -0-0-7 to 23-7-7; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 970 lb uplift at joint 2 and --970 lb uplift at joint 7. - 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the a al i LOAD CASE(S) StandardXNRLTM MEKPA its I B�lCiL�dA1. M VU1 . CA COSM 1220 SAL 391h TE.924C.E HIA11 RLIWA 3355 . ��- f 3051261 b715fAX- f305)161-3>ali Job Truss Truss Type Qty Ply rr<< A0039262 1-8-17 J1 ROOF TRUSS 4 1 ]Job Reference (optional) _ 5'1 7.630 s Jul 9 2015 MITek Industries, Inc. I hu Feb U9 13:39:UU ZU1 I rage 1 - ID:1Md7RM?CmAQElnx2r8_LS6zgmRW-1pvN3D0QSXg59Hom_g?Vg5gXOTA9gyagrD4ePnzmswv 2-0-0 2-0-0 3.00 F12 2 BL•• - T1 •• • • •.•••• goes 4x6 = •••••• 2-0-0 r 2-0-0 Plate Offsets (X,Y)— [2:0-4-8, Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.66 Vert(LL) -0.00 2 >999 240 TCDL 15.0 Lumber DOL 1.33 BC 0.04 Vert(TL) -0.00 2-4 >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 FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 Scale = 1:9.9 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MfTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ' REACTIONS. (lb/size) 3=-148/Mechanical, 2=614/0-8-0 (min. 0-1-8), 4=19/Mechanical Max Horz2=147(LC 4) Max Uplift3=-148(LC 1), 2=-857(LC 4) Max Grav3=317(LC 4), 2=614(LC 1), 4=38(LC 3) ! FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. i NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -3-0-7 to 0-0-13, Interior(1) 0-0-13 to 1-11-3; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 lb uplift at joint 3 and 857 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard CONRLTWs 96NM PA T" ' iofr rta2' +? v . I I FEB 0 8 2017 Job Truss Truss Type Qty Ply A0039263 - 1-8-17 _. J3, is r ei[ - :. - .._ :- ROOF TRUSS .• " COn 4 .1 Job Reference (optional) 1- lu REACTIONS. (lb/size) 2=64710-8-0 (min. 0-1-8), 4=-98/Mechanical Max Horz2=208(LC 4) Max Uplift2=-957(LC 4), 4=-98(LC 1) Max Grav2=647(LC 1)., 4=203(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Attached 5-10-0 scab 1 to 3, front face(s) 2x4 SP No.2 with 1 row(s) of 10d (0.131"x311) nails spaced 9" o.c.except : starting at 2-5-6 from end at joint 1, nail 1 row(s) at 3" o.c. fort-0-0. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -3-0-7 to-0-0-7, Interior(1) -0-0-7 to 2-6-8; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 957 lb uplift at joint 2 and 98 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. f. Y i d r/+ r f3'lri`m1£'v. X. Job Truss Truss Type Qty Ply A0039264 1-8-17 J5 ROOF TRUSS 7 .1 -=- _ --_ _ ..,..- ..•r Job Reference (optional) _._•__ i__ Tom.. r_� nn 7n.n •1 7/117 Onn� 1 414,;"` ID:lMd7RM?CmAQElnx2r8_LS6zgmRW,WOTIGZ12DryymRNyXNWkNJDin3tV4ZOgp4sgCxDzmswu 5-M 5-0-0 !;I ` 3.00 F12 3 6 2 "- B1 4x6 — 5-0-0 Scale = 1:15.4 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud j TCLL 30.0 Plate Grip DOL 1.33 TC 0.41 Vert(ILL) -0.02 2-5 >999 240 TCDL 15.0 Lumber DOL 1.33 BC 0.12 Vert(TL) -0.04 2-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP M 30 LBR SCAB 1-3 2x4 SP M 30 one side PLATES GRIP MT20 244/190 Weight: 29 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. F Tek recommends that Stabilizers and required ossbracing be installed during truss erection, in ccordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=77/Mechanical, 2=659/0-8-0 (min. 0-1-8), 5=43/Mechanical Max Horz2=197(LC 4) Max Uplift4=-205(LC 5), 2=-765(LC 4) Max Grav4=77(LC 1), 2=659(LC 1), 5=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Attached 6-0-0 scab 1 to 3, front face(s) 2x4 SP M 30 with 1 row(s) of 10d (0.131 "x3") nails spaced 9" o.c.except : starting at 2-5-6 from end at joint 1, nail 1 row(s) at 7" o.c. for 3-6-10. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -3-0-7 to-0-0-7, Interior(1) -0-0-7 to 4-8-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4 and 765 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standards MUM M PA ' Ghlit 161�aL . . 1220 51139th TE`2f2AGF KAM P MA 33b5 T6i - f 395) 261 b1I5 FA1t- (_v5)262-2DM Job Truss Truss Type Qty Ply 1 A0039265 1-8-17 T1 ROOF TRUSS 16 1 Job Reference (optional) 1.013u.5 Jul y Lulu IVII I CR nluu5uIVb, inU. I llu rcu VJ ]J.JJ.V cJ i i i ayc :rID:1Md7RM?CmAQElnx2r8_LS6zgmRW-WOTIGZ12DryymRNyXNWkNJbj_tLBZN3p4sgCxDimswu 5-8-4 10-4-0 __ 14-11-12 20-8-0 23-9-0 -3-1-0 -- - - - -- 3-1-0 5-8-4 4-7-12 4-7-12 5-8-4 3-1-0 Scale = 1:43.4 4x4 3.00 12 5 _ 2x4 13 14 2x4 // . • • • 3x6 4 6 �. ••• ••••�� ••••.• g • •73x6-*', 00 , •• • •• 8 •••••• v -- 12 11 10 •••• • ••••• 4x6 II 3x4— 3x4— •••••• • 4x0 ••i••• 3x4 • •••••• • • 7-2-11 -- _ -- _ 13-5-5 20-8-0 •'I _----7-2-11 - 6-2-11 7-2-1 Plate Offsets (X Y)— [2:0-3-2 0-4-15] [8:0-3-2 0-4-15] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.61 Vert(LL) -0.16 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL. 1.33 BC 0.76 Vert(TL) -0.37 10-12 >674 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.10 - 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 99 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-9 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-8 oc bracing. SLIDER Left 2x4 SP No.2 2-10-3, Right 2x4 SP No.2.2-10-3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1410/0-8-0 (min. 0-1-11), 8=1410/0-8-0 (min. 0-1-11) Max Horz 2=22(LC 4) Max Uplift2=-963(LC 4), 8=-963(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2677/1204, 34=-2589/1216, 4-13=-2369/1082, 5-13=-2333/1089, 5-14=-2333/1089, 6-14=-2369/1082, 6-7=-2589/1216, 7-8=-2677/1204 BOT CHORD 2-12=-1038/2468, 11-12=-733/1912, 10-11=-733/1912, 8-1 0=-1 061/2468 WEBS 5-1 0=-1 86/534, 6-10=-345/273, 5-12=-186/534, 4-12=-345/273 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -3-0-7 to 0-0-0, Interior(1) 0-0-0 to 10-4-0, Exterior(2) 104-0 to 134-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 963 lb uplift at joint 2 and 963 lb uplift at joint 8. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the anal sis and design of this truss. LOAD CASE(S) Standard tt ll`�.lUJtlT JJ UU ttP�3TAM ti MUM B6HM A MZ. I . CAI 2 1220 snt 3%h TEWAa nl" FLoMa 39b5 i EL- (WD) 262.6225 FAX- Job Truss Truss Type Qty Ply A0039266 1-8-17 T2 QUEENPOST -6 1 ! Job Reference (optional) 7.630 s Jul 9 2015 Mi I ek industries, Inc. Thu Feb 09 13:39:U1 201 r rage 1 L=6<<r ID:1 Md7RM?Cr6AQEInx2r8—LS6zgmRW-W0TlGZ12DryymRNyXNWkNJDhstLGZIZp4sgCxDimswu 1 0 0 4-8-3 8-4- 12-11-5 16 2-0 18-7-0 48 3 4 1-9' 4-1-9 3-2-11 2-5-0 _ Scale = 1:32.6 3.00 12 2x4 Z!Z 13 3 12 2_— 4x6 = 8-9-12 4x4 = 4 9 8 3x4 = 4x8 = 14 16-2-0 7-4-4 11 I(D • •• •• ••••:• 2x4 I • • • • •••••• • •• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.74 Vert(LL) -0.11 2-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL. 1.33 BC 0.75 Vert(TL) -0.33 2-6 >562 180 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix) Weight: 74 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc T2: 2x4 SP M 30 purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-15 oc bracing. WEBS 2x4 SP No.2 *Except* MiTek recommends that Stabilizers and required W5: 2x6 SYP No.2 cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. { REACTIONS. (lb/size) 2=958/0-8-0 (min. 0-1-8), 11=1111/0-8-0 (min. 0-1-8) f Max Horz2=-45(LC 5) C Max Uplift2=-634(LC 4), 11=-871(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-2058/1028, 3-12=-2009/1039, 3-13=-1477/736, 4-13=-1430/743, 4-14=-1430/720, 5-14=-1512/713 BOT CHORD 2-9=-903/1920, 8-9=-903/1920, 7-8=-444/641 WEBS 3-8=-629/456, 4-8=0/339, 5-8=-538/750 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -1-0-7 to 1-11-9, Interior(1) 1-11-9 to 8-9-12, Exterior(2) 8-9-12 to 11-9-12;" Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked fora plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing atjoint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 634 lb uplift at •oint 2 and —`871 lb uplift at joint 11. -7) ''Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the a a si LOAD CASE(S) Standard Pal 1220 51U 39th TEWACE HIArtl, FLDI A 3355 TEL- (W5) 29,1 6225- FAX- (305) 262-2014 B 0 8 �ti� Job Truss Truss Type Qty Ply A00392671 1-8-17 V4 ROOF TRUSS 1 1 Job Reference (optional) ! .Uou A Jul V Lu 10 IVII Lm,<v�.'r,: ID:1Md7RM?CmAQElnx2r8_LS6zgmRW-WOTIGZ12DryymRNyXNWkNJDgotW_ZOgp4sgCxDimswu 2-0-0 4-0-0 2-0-0 2-0-0 3x4 = ..,.,._, Scale = 1:7.5 3.00 12 2 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. -in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.17 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.00 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress ►ncr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 6 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=12614-0-0 (min. 0-7-15), 3=126/4-0-0 (min. 0-7-15) Max Upliftl=-165(LC 4), 3=-165(LC 4) 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; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; 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 165 lb uplift at joint 1 and 165 Ib uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard C e6NM PA COMTM G 4 i % 5111 W•C 1 Job Truss Truss Type Qty Ply A0039268 1-8-17 V8 KINGPOST 1 1 t •rG`^ Job Reference (optional) "A! I r:K I!.u....... /.bdU S Jul V ZUIS NII I eK Ina USIlleS, Inc. I nu rev uu to. ou.uc cv i i r ayc ID:1 Md7RM?CmAQEl nx2r8_LS6zgmR W-_C 17Uv2g_94 pOay8541 zvWm_7Hr_IrlyJ WZIUfzmswt 4-0-0 B-0-0 _ A_n_n - -- — — — 4-0-0 Scale = 1:14.7 3.00 12 4x4 2 • 2x4 I I 3>t4 • ; • • 3x4 ; •' • • • a-ao 0 a-ao 4-0-0 . . 900000 . • M • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft •!/d • PLATES WKIF • TCLL 30.0 Plate Grip DOL 1.33 TIC 0.20 Vert(LL) n/a - n/a 999 MT2%: 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.08 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 21 lb FT = 0% 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. 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 accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=150/8-0-0 (min. 0-1-8), 3=150/8-0-0 (min. 0-1-8), 4=320/8-0-0 (min. 0-1-8) Max Uplift1=-146(LC 4), 3=-146(LC 4), 4=-250(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-250/286 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; 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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 Ib uplift at joint 1, 146 lb uplift at joint 3 and 250 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard or�iarido rig.. fo1•t��(, FEB 0 8 2017 H I B-91 __S.urn m_ary-Sheep_- - ----- --- COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 PLATE CONNECTED WOOD TRUSSES° Madison, Wisconsin 5371g••••• (608)133-�9Q0 •••• •••••• It is the responsibility of the installer (builder, building contractor, licensed personnel inthewood truss industry, buMtust,eluetotll atu•eofresponsilxlities contractor, erector, or erection contractor) to properly. receive, unload, store, involved, be presented as a guide foriheais• of a quAfieddlx!iiding desi@*(;.vr handle, install and brace metal plate connected wood trusses to protect life and installer. Thus, theTruss Plate Institute jr" o)iXessly disclairnsany respo nsi bil4y property. The installer must exercise the same hig h -deg ree of safety awareness as"for damages arising fromtheuse, appiicatjpporreliancjgnthl;recomrjA8&Ibrs with any other structural material. TPI does not intend these recommendations to and information contained herein by Build nodesigr*rs!instal lers, and others. be interpreted assuperiortotheprojectArchitect'sorEngineer's design specification .Copyright © by Truss Plate Institute, Inc. All rights'reservel This docurpentor for handling, installing and bracing wood trussesforaparticular rooforfioor.These any part thereof must not bereproducedj'naryrform 141i twrittenpe}rMilsron recommendations are based upon the collective experience of leading technical of the publisher.,Printed in the UnitedStafe3` of AmeAca. • • • • • • TRUSS Ty(pSdT=OonRroAGE 10 h terrar n'otfnssoON�r J�U&uno de unevesacewchg -` .. ,�%/��y` b.1fiM/w A 3.s KST' "']X'•'�["fryy �j�.Gj � / .. t - ��causeaamagefo�t[te russ;x. •` ` it trusses stored horizontally shouldbe sup- ported on blocking to prevent, excessive, Trusses stored vertically- should. be , lateral, bending and lessen moisture gain., . braced to prevent'topp'Ifng"ortipping. *��'�`�e �� p.�i ��N1 _�h��.i��•fu yio'r'4' ��,..'rfx '�'. j �' �3y'x -+'Rr �_ r. �t s tit, �y -. kWARNING' Do not break?bandin until rmstalla a fi, a ANGER`' Do„nqt storerbundles uprtghtsunless.� -h! D n `ti begins or ltft buritllei trrlsses b}f ttie bands: Pr, peJy2traced? o DANGER ;Walking one russeswhict are lyrn WARNING: Do not use damaged trusses: r f(atisextreinelydangeousandslioidbestrictly.� ,c 9 ! c •^ ,, I (p yra -"-� • � n� Frame 1 7 60- � or less 1 i 1 Tag Approximately Approximately Tag . Une� 7/2 truss length '/.truss length Line Truss spans less than 30'. - Lifting devices should be connected to the truss top chord with a closed -loop Strongback/ Spreader Bar attachment utilizing materials such as SpreaderBar slings, chains, cables, nylon strapping, 10, Toe In Toe In etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building *1AI designer's framing plan and held with Approximately the lifting device until the ends of the '**:*APProx!mat9& I/. to 7/3 truss length truss are securely fastened and tempo-• • *A fb 3/4 • truss Idhgth *0 rary bracing is installed. Less than ore to 60'"K 0 Gpeater tharvWe • Tag Line Tag ...... 00000 Line 0 so *:a Strongbac Spreader Bar, 10,9, 10, r -SoteaderE T66eln T6e'-ln';:, V: At or above m -height id : I *- ApproximatelyiI! .: I .. Approximately t 314 truss length 30 1/2 to Y3 truss length 'Tag g Less than or - equal to 60' Lind Line reater.than 60' �6JNSTALLATION`. I or e� atta, Atidat:6. e " I -,Nerten ON-9 " ccor, anceir PMGM; JIM'g r7 n e E 649 T ACING EXTE111:6:RTypical verticeL� `J' End Wall Side Plan Blocking Ground Brace Verticals (GBV) A- vi truss of brae' grouptrusses R' (EBI) ' a - - Typical horizontal tie member with Multiple stakes (HT) Frame 2 $ 12 110 r -� 4 or greater 0 i 12 i TOP CHORD ' q 70P'CHORD DIAGONAL BRACE MINIMUM LATERAL' BRACE SPACING (DBE SPAN PITCH SPACING(LBS) ;. #trusses 5 .I IS:% II qi •: ii ° Up to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer ur- - uougias mr-t arcn st•" - soutnern mne HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace y / lapped at least 2 Required **a* trusses. •.. • •.. r` / • • =0' or C4 erg • • "x / ••• Attach rA,;nt ••• :••••: OF?equirCd • r,fr • •• •••• 1. / ':. ::• • •••••• Top chords that are laterally braced can buckle 3"'" w' 1, t • • _ •• togetherand cause collapse dthere is no diago- nal bracing. Diagonal bracing should be nailed . - _ r. :t•:, ,�j.w,h_ _ - . to the underside of the top chord when purling are attached to the topside of the top chord_' -' . •. ; PITC IiED TRUSS MU sc' i11 T, •-J{e..�i' -i:,e '*49G '1:aft4'� kfr : ' xpr1� Irr% 1[�owtheseJ'ecnmm environs co�dr�esult rn ,.� severer �ersol u o darria e�o asses.'burl«Ings��r ), TOP CHORD k „ MINIMUMI TOPCHORD$a� DIAGONALBRACE ' PITCH LATERAL BRACE SPACING (DB 12 .: S) SP/DF ' _SPF/HF Up to 28' 2.5 7' 17 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 1 5 3 t.. Over 60' See a registered professional engineer`\\ DF'-,Douglas Flr Larch .;SP Southern Pine' P HF =Hem Fir __ SPF ' S ruce Pine Fir Continuous Top Chord Lateral Brace All late r6i,braces Required lapped at least 2•_ �— trusses.\ _ 10" or Greater Attachment Required � 4 µ� 6. -80 � Top chords that are laterally braced can buckle togetherandcause collapse ifthere isnodiago- nal6racing. Diagonal bracing should be nailed I i to the underside of the top chord when purlins - r 45° ,rd' ' are attached to the topside of the top chord. x s �+ SCISSORS TRUSS Frame 3 12 —7 4 or greater w ze Bottom chord -diagonal bracing repeated'. at each. -.end of the building and at same spacing`as'too chord diagonal bracing: SPAN - MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LBS) BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) [# trusses] UP to 32' 4/12 15, 20 15 Over 32' - 48' . 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir • • •••• •••••• lapped at lbbt? 7 trtlsses. ...... •• •• • • ••••• 660000 00 �. Z �w, • f,�s BOTTOM CHORD PLANE f r . 1NARNNG tl etofo7o5t a ce old. w err NIA1. ;M r3, <. r r mrnen�dationsrc`ould result n _ "' t. sever persa a . m]uryf-or damagejo `tr�`sses or buildi g WEB MEMBER PLANE ermanen continuous O lateral bracing r as specified by the : , /- .. truss engineering. Its A, Frame 4 �-'am 4, Z, SPAN .. MINIMUM DEPTH - TOP CHORD LATERAL BRACE SPACING(LBs) TOP CHORD DIAGONAL BRACE SPACING. (DBs} # trusses SP/DF SPF/HF Up to 32' 1 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern .Pine HF - Hem -Fir SPF - Spruce -Pine -Fir l0� 2x4/2x6 PARALLEL Continuous CHORD TRUSS Top Chord Lateral Brac Required Top chords that are laterally braced can buckle togetherand cause collapse it there is no diago- 10, nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. dl lrusse5:'�ic The end ".<�tr dG ti rat" y diagonal brace - for cantilevered, . End diagonals are e'ssentiatfor� ��r� *r_'.: trusses -must be stability'and'must,be duphcatedona>t=� +y xc p cal both ends of the truss system. laced on. ; webs In line with the support. Attachmer Required 2p• D 10TrJsses Si . H� Sr'p/2 O.C. •••• •30 ••••• • • t gre reater• • �.:J� c.�: �.;.,�� :' _` xn * ",.`,q '�"-- �� 'rx 'K^r r ; �'s»x�" �.�'rri"µ i r•�r�a�7,?:Y�� »'�:r�%y,�x: �' yr _�+ WARNING F.atluretofiollo�inrthese recommendatons coirldTesultinr« s�x� r - �'k �•-•�i"";`5k r� . "' everea_per�sonal� igjuryori EiaMagedio trusses or,�uil fc ings _� �.. r .. _-,.�,:,,..,..r "._t'v�:�?'�;�-..��ss�t� �s�i'fl�t'�i;�"r�L'.- -�`,.r ,'.;ah"; r.::� "• � ,'-F:r. 7 mot' 4z2 PARALLELCHORD TRUSS TOP CHORD Continuous op Chord Top chordsthat are laterally braced can buckle - Lateral Brace .. _ togetherand causecollapse ifthere isno diago- -.- - : - Required T nal bracing. Diagonal bracing should be nailed I \ to the underside of the top chord when purlins _ - .. 10' or Greater are attached to the topside of the top chord. .. ' • - - - - " Attachment 15 l Required �V, 3 1y / asses @ .. ..-.,l��l•.., - 21 D.C. 31/2u Trusses must have lum- �. r >ag ber oriented in the hori- a�r itr a�t c tra 5Xr-�3x, zontal direction to use T ? tiracestapped �aZA r �` ' �� r p ��rtR i� this brace spacing. „f. "'r J't!r. .Ztxkt,•.�.t T+ .a!s�^'t w ur Nr ,fie ! �� ?%„� ;S�Er �� ;oS � ra L4q. . t`rl1"s1 r ji4 450 " r ii y4�t3 I 1 +-,;5 y'�„f. 0 L'ym� t� r End diagonals are essential for kF stability and must be duplibated on" both ends of the truss system. �° " tl • " l ` i . t • ?.+; Frame 5 MINIMUM TOP CHORD LATERAL BRACE TOPCHORD DIAGONAL BRACE SPACING (DBS) Over54' See a registered professional engineer cF'Douglas Fir -Larch sp' Southern *p'Hem-Fir Spp-apmuePme-Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togetherand cause collapse ifthere is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. ' MONO TRUSS'.; - Tmuo Depth D(in) 12 greate: 3 or 7XI N1.1ateral braces Al Pfttuous lip, �:%rd j., 0 Lateral Brace rpt Attachm rient Yl � — ' | | �". � | | / U ' . . ' . . Lesser m �~ ^~ L/eoocvor Lesser of / �Maximum v\-pvumu MisplacementLine aINSTALLATION TOLERANCES. -4 .1001, 2 o'-ouT-op'PLAwcmaTAcuuTm14TOLERANCES.