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RC-13-1656 (2) Miami Shores Village mm o Building Department BY: 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel: (305)795.2204 Fax:(305)756.8972 INSPECTION'S PHONE NUMBER:(305)762A%9 BUILDING FBC 20 PERMIT APPLICATION Permit No. Master Permit No. "b5iq: Permit Type: UII,DIN ROOFING JOB ADDRESS: City: Miami Shrnw c County: Nwn;Dade Folio/Parcel#• Z'p' h the Building Historically Designated:Yes NO � ood Zone: OWNER:Name(Fee Simple Titleholder): Phone#: 34S,So2 . (92a'`'} Address: :9 3� /q� (Z .4\j City: r-f 1 qm I—Ss 4b State: Zip: 3313 3 Email:Tenant/Lessee Name: Phone#' CONTRACTOR:Company Name: Address: Phone#:.�b LO- � � S .� ��p(� .��, -- City: ",ftYti.1 �A State: 'li Zip: Qualifier Name: /4 �.J t-� -- Phone* - � State Certification or Registration#. C(� 7- �E-Z 0 Certificate of Competency#: Contact Phone*1� 1 310.4 4 73 Email Address: TIALMG�. @ �L • •�� DESIG :Archils gineer: �� y9✓�,�' , �� 7 Phone#:,O:s Value of Work for this Permit:$ -F- -� ,t.._•-,� ootage of Work: Type of Work: OAddition OAlteration New ORePair/RePlace ' ODemolition Deacriptbn Work: Color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond $ Notary$ Training/Education Fee$ Technology Fee$ Doable Fee$ Structural Review$ TOTAL FEE NOW DUE$ Q � Bonding Company's Name(if applicable) r r • Bonding Company's Address City State Zi Mortgage Lender's Name(if applicable) ' Mortgage Lender's Address City State 23p 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 ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work*rill be done in compliance with all applicable laws regulating cohstruction 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 occur en (7) days after the building permit is issued. In the aOsence of such posted notice, the inspection will not be approve a a inspection fee will be charged. Signa Signature O -4wner or Agent #Cbntr=tr The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this_�L day of ,20�,bye RJ• �.`bASS , day of 20( ,by who' ersonally kno a or who has producedT_ who onally kno to me or who has.producedJo As identification and who did take an oath. as identification and who did take an oath. NOTAXY PUBLIC: NOTARY PUBLIC: Sign: RTIN J.PALMER Sign. Pent: lyFugue May 23 2016 Prl My Commission Exp' ""r P Commission#�EE 173842 %o`` �'' Bonded lhrouyh National Notary Assn My ty&SioIlic State of Florida ' , Joanna hM Feliciano My commission FF 082753 �M1d� ExpirosOW1212018 APPROVED BY Plans Examines. Zoning Structural Review -Clerk' (Revised 3/1212012)(Revised 07/10/07)(Revised 06/1=009)(Revised 3/15/09) REC " �e= %CITY TRUSS COMPANY, INC. MAY 0 7 2014 Trusses & Building Materials 13980 SW 252 Street, Miami, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-19 OPY Eff www.decotruss.com WARNING: Extreme Care is required in Handling, Erecting and Bracing Trusses. Refer to TPI's "HIB-91 Summary Sheet",which is attached,to the engineering package. BUILDING DESIGNER(ARCHITECT or ENGINEER of Recorded) It is your responsibility to determine that the dimensions conform to the architectural plans and all loads utilized herein meet or exceed the actual Dead Loads Specified and /or imposed on your structure, and Live Loads imposed by The Building Code. PERMANENT BRACING shall be designed and specified by the building designer for the structural safety of the building. It shall be the responeibility of the building designer to indicate size, location and attachments for all permanent bracing as required by design analysis.The design and location of all bracing shall be such that they work together with other structural parts of the building(such as shear walls, portal frames, bearing walls, columns, beams etc.) to achieve total structural integrity Permanent Bracing includes and is not limited to The Top Chord Plane,The Bottom Chord Plane and The Web Member Planes.The Anchoring/Strapping of trusses to walls,beams,ledgers etc.,shall be the responsibility of The Building Designer. Truss to Truss Connections shall be The Responsibility of The Truss Manufacture. (Refer to Documents ANSI/TPI- 95&WTCA-95 for further information) TRUSS ERECTOR/INSTALLER(Builder) The proper and safe erection of all the trusses is exclusively your responsibility. You are cautioned to seek professional advice regarding the Erection / Installation and Bracing, which is ALWAYS required to prevent toppling and dominoing. Top Chord, Bottom Chord and Webs shall be adequately braced,as per the attached HIB-91 Summary Sheet. You are also responsible to refer to the Truss Placement Plan and The Engineering when erecting Trusses,to insure proper placement. Not all trusses are symmetrical in loading and/or design. Proper Placement and/or direction are always required. Check all Flat Truss to insure they are not installed UPSIDE DOWN.Never cut or alter trusses in anyway.Never concentrate Building Materials,such as Plywood or Blocks on installed Trusses. Alterations to Trusses: "The act of cutting or attaching any Item that the truss was not originally designed for" Trusses cannot be altered from the attached engineering designs, with out proper re-designing by a Florida Registered Engineer.We highly recommend to our customers to use our engineer, however to our knowledge there is no code that states you must use the engineer,who sealed the truss engineering and layout. However,it is of the utmost importance that, any Florida Registered Engineer who takes the task of designing repairs to trusses,should be extremely knowledgeable, not only in structural designs but also have experience designing trusses. Should any alterations be made to our design or manufactured item, the engineer, contractor and homeowner waive all warranties and liabilities by Deco Truss Company,Inc.,its officers and engineer. All future, questions regarding said structure and warranties will be held by the persons whom redesigned said trusses and altered them. ALWAYS REFER TO THE ATTACHED HIB-91 Summary Sheet • Na � { r q S i . ..yam • •e 1" t ` Deco Truss Company, Inc. o E C o 13980 SW 252nd ST TRUSS COMPANY, INC. Miami, FL 33032 Trusses&Building Materials Tel: (305) 257-1910 Fax: (305) 257-1911 Re : 8452. J U R4BE R 4 E /DE Site Information: Project Customer: PROFESSIONAL BUILDING Job Name : RESIDENCE: JURGBERG/ DE Lot/Block: Subdivision Site Name: Site Address: 9350 N.E. 12 AVE MIAMI St: FL. Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2010/TPI2007 Design Program: 7.35 Sep 27 2012 Roof Load: 55.0psf Floor Load: N/A Wind Code: Wind Speed: 175 mph This package includes 26 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# No. Date Truss ID# Seal# 1 04/30/14 Al 0001 25 04/30/14 M2 0025 2 04/30/14 A2 0002 26 04/30/14 M3 0026 3 04/30/14 A3 0003 4 04/30/14 B1 0004 5 04/30/14 B3 0005 6 04/30/14 D1 0006 7 04/30/14 D3 0007 6 04/30/14 D4 0008 SHOP DRAWING REVIEW 9 04130/14 D6 0009 10 04/30/14 D7 0010 ® NO EXCEPTIONS TAKEN DATE: 11 04/30/14 E1 0011 O MAKE CORRECTIONS INDICATED ✓! 12 04/30/14 E2 0012 O AMEND AND RESUBMIT BY: 13 04/30/14 E3 0013 Review only for conformance with design concept, intent, specified 14 04/30/14 E4 0014 criteria and general compliance with the contract documents.Review does not relieve the contractor from the responsibility of confirming 15 04/30/14 H1 0015 and correlating all quantities & dimensions, details of design, job & 16 04/30/14 H3 0016 site conditions,constructions means and methods&job coordination. 17 04/30/14 H4 0017 TC ENGINEERING, INC. 18 04/30/14 K1 0018 CONSULTING ENGINEERS tcstructuralengineering@gmail.com 19 04/30/14 K2 0019 7805 SW 24 ST.SUITE 106 • MIAMI,FL 33155 20 04/30/14 K3 0020 CA LIC.No.30288 • PHONE(305)261 0321 21 04/30/14 KG6 0021 22 04/30/14 L1 0022 23 04/30/14 L2 0023 24 04/30/14 M1 0024 The seal on this index sheet indicates acceptance of professional engineering responsibility solely for the truss design drawings listed above and attached. Truss Design Engineer's Name: Mahmound Zolfaghari P.E. License Number#: 36921 Address: 13901 SW 108 Ave, Miami, FL 33176 NOTE: The suitability and use of each component for any particular building is the responsibility of the Building Designer, per ANSI/TPI 1-1995 Section 2. Page 1 of 1 Engineers Name Date ',Jobruses- '.Truss Type -- �_ Ply �RES:JURGBERGE/DE PASS (R.C.) ?8452 At SPECIAL TRUSS 12 1 Job Reference(optional) - --' -- DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:10.250 s 7.35 Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 13:54:07 201--4 Pag I D:6y I9 HfajsYz4O7td rj9D p5zQ Sm7-8uuvm 1 SgzFUzFsAmoWP?Kp2N bBAgc7nAV OoF8kzL Wp_ 37-2-8 6-5-13 _12-11-9 19-5-6 _ 25-11-3 30-6-11 35-2-4 35-10-12 _ 6-5-13 6-5-13 6-5-13 6-5-13 4-7-9 4-7-9 0-8-8 1-3-12 Scale=1:62.8 2.50 12 5x6= 4x8 -- 7 28 2x4 4x4 - 27 6 T3 - �\ 8 -T4 29 5x8 4x8 4x4'- _ T2- .,F 9 10 0 3 493=—�- d d 4x4= W7 13 d 1 7x8 MT20H2 W5 - 3 38 o 26 2 I . 1 22�i� W1 WW2---- � x8= v i 5x6W1 24 _. _ 4 'T B2 - B3-- o` 30 23 31 25 32 20 33 19 18 17 34 16 35 1514 36 t2 11 21 5x10 MT20H WB= 4x6— 2x4 I! 3x6= 3x4= 3x8= 4x4= 2x4 -I 3x6— 35-10-12 1-3-12, 6-5-13 12-11- 1312 -13 9 19-5-6 _ 25-11-3 30-6-11 35-0-4 35-2-4 _-- t------ — r- 5-2-1 6-5 6-5-13 6-5-13 4-7-8 - -�- 4-5-9 0-2-0� _ 0-8-8 Plate-Offsets��: [1:0-0-0,0-0-8, 1.0-0-4,1-10-11 1:0-8-11_Edge,7[ .0-2-0 0-2-8j,-[9:0-3-7 0-11-12, 9 0 3-12,Edgel[13:0-2-8 0-2-8] - - - - --- I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.81 Vert(LL) 0.48 19-20 >876 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.68 Vert(TL) -0.83 19-20 >512 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) Weight:234 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-11 oc purlins. BOT CHORD 2x4 SP M 31 *Except* BOT CHORD Rigid ceiling directly applied or 4-5-0 oc bracing. 64,63:2x4 SP No.2 WEBS 1 Row at midpt 4-17,5-16 WEBS 2x4 SP No.2 rec --" --__ - d-r - — ' MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.2 Installationu9 ide.__ _ REACTIONS (Ib/size) 9=1844/0-8-0 (min.0-2-11), 1=1746/0-8-0 (min.0-1-14) Max Horz 1=208(LC 3) Max Uplift 9=-1450(LC 3), 1=-1190(LC 3) Max Grav9=2293(LC 6),1=2256(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 22-24=-2253/1125,24-26=-5993/2948,2-26=-5978/2955,2-3=-5966/2972, 34=-5887/2980,4-5=-4491/2356,5-27=-2773/1571,6-27=-2720/1572,6-7=-2711/1578, 7-28=-2087/1182,8-28=-2121/1175,8-29=-2061/1109,9-29=-2096/1100 BOT CHORD 23-31=-1149/2121,25-31=-1149/2121,25-32=-2973/5846,20-32=-2973/5846, 20-33=-2973/5846,19-33=-2973/5846, 18-19=-2952/5872, 17-18=-2952/5872, 17-34=-2227/4354,16-34=-2227/4354, 16-35=-959/1919, 15-35=-959/1919, 14-15=-959/1919 WEBS 2-19=-256/186,4-19=0/321,4-17=-1656/791,5-17=-244/782,5-16=-2050/1041, 7-16=-234/728, 13-16=-482/875,13-14=-1348/771,8-13=-501/323,9-14=-1201/2389, aQ 7-13=-693/441,9-12=0/263,22-23=-1170/679,24-25=-637/372,23-24=-2044/992, c 22-25=-1082/2162 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf; BCDL=5.Opsf;h=29ft;Cat. 11;Exp C,Encl., trl GCpi=0.18;C-C Exterior(2)0-0-0 to 3-7-1,Interior(1)3-7-1 to 22-4-1,Exterior(2)22-4-1 to 25-11-3,Interior(1)29-6-4 to 33-7-7; D cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 5 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb) 9=1450, 1=1190. r_. -': 6)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points alongD rY s the Bottom Chord,nonconcurrent with any other live loads. Zi 1 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Hr rn Lr;= LOAD CASE(S)Standard 1 C s I �= Job Truss Type ',ztty Ply -- RES:JURGBERGE/DE PASS (R.C.) - - '8452 A2 SPECIAL TRUSS 1 1 ___ Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPfWC1RA Run:10.250 s 7.35 Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 13:54:07 2014 Pag ID:6yl9HfajsYz407tdrj9Dp5zQSm7-8uuvm1 SgzFUzFsAmoWP?Kp2QGB9Gc6SAVOoF8kzLWp_ 37-2-8 6-5-13 12-11-9 19-5-6 25-11-3 30-6-11 35-2-4 35-10-12 �----. _ --------h- - - _ -__---.__.--- -._ - ----. .-_.-_--- ----- -. 6-5-13 6-5-13 6-5-13 6-5-13 4-7-9 4-7-9 0-8-8 1-3-12 Scale:3/16"=1' 6x8 -= 44 114x4 ',', 4x4 '.', 48-4x10 11 - _ 4 2x4 11 23 -_ - 9 4x4-:: 7 T4- T -T5 25 5x8 1;1 i 2.5012 5x8 Fr 10 110 4x8 4 5 � - B4 -�. 4x12= 4x4_ 6 W7 ui - tp hi 6x10_ 4x6 222 T2 - �1F \` 1NI5 � W12 0 o 3 T1 _-r��'_� i � 14x8- Cl) B1 - - 3 --4 4x6 26 21 27 20 19 18 28 17 29 16 15 30 13 12 = 4x6- 2x4 I 4x4- 5x10 MT20H WB- 3x4- 3x8= 4x4= 2x4 I I 3x6= 35-10-12 •1-3-1-12 6-5-13 12-11-9 19-5-6 25-11-3 30-6-11 35-0-4 35 -4 -r- - - ---T- - - - ----I- -� - 1-3-12 5-2-1 6-5-13 6-5-13 6-5-13 4-7-9 4-5-9 0-2-0 0-8-8 Plate Offsets CX,Y): [1:0-0-6,0-2-0] [1:0-2-8,3-0 3j [1:0-0-0,0-2-15]x.03-8,0-2��0-8-4,0-2-0],[8:0-2-4,0-3-0],[10:0-3-7,0-11-121[10.0-3-12,E�el[14.0-2-8,0-2-✓1_ LOADING(psf)- i SPACING 2-0-0 CSI DEFL in (loc) I/deft UdPLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.63 Vert(LL) 0.63 20-21 >639 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.71 Vert(TL) -1.0520-21 >384 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.01 10 n/a n/a BCOL 10.0 -Code FRC2010ITP12007 (Matrix-M) Weight:258 Ib FT=0% LUMBER BRACING L _ TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-7-14 oc purlins. T235:2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 3-9-15 oc bracing. BOT CHORD 2x4 SP M 31 *Except* WEBS 1 Row at midpt 5-18,7-17 B3:2x4 SP No.2 j MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer WEDGE Installation guide. Left:2x4 SP No.2 __ -- _ REACTIONS (Ib/size) 10=1828/0-8-0 (min.0-1-14), 1=1600/0-8-0 (min.0-1-11) Max Horz 1=196(LC 3) Max Uplift10=-1443(LC 3), 1=-1101(LC 3) Max Grav 10=2272(LC 6), 1=2068(LC 6) FORCES (lb)-Max.Comp./Max.Ten--All forces 250(lb)or less except when shown. TOP CHORD 1-2=-7795/3891,2-22=-7761/3885,3-22=-7756/3887,3-4=-6944/3471,4-5=-6865/3480, 5-6=-4829/2517,6-7=-4689/2486,7-23=-2742/1545,8-23=-2663/1559,8-24=-2259/1281, 9-24=-2295/1274,9-25=-2234/1206, 10-25=-2268/1198 BOT CHORD 1-26=-4004/7773,21-26=-4005/7768,21-27=-3997/7758,20-27=-3997/7758, 19-20=-3487/6850,18-19=-3487/6850, 18-28=-2421/4681, 17-28=-2421/4681, 17-29=-913/1821, 16-29=-913/1821, 15-16=-913/1821, 14-31=-142/361,31-32=-141/364, 10-32=-140/364 WEBS 3-21=-370/308,3-20=-918/517,5-20=-35/395,5-18=-2308/1134,7-18=-314/912, 7-17=-2478/1282,8-17=-302/841, 14-17=-514/935, 14-15=-1278/735,9-14=-510/329, a0 10-15=-1143/2267,8-14=-443/307,10-13=0/264 �& NOTES °� o 1)Unbalanced roof live loads have been considered for this design. co•t A� 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=29ft;Cat. 11;Exp C;Encl., n* GCpi=0.18;C-C Extenor(2)1-8-5 to 5-3-7,Interior(1)5-3-7 to 22-4-1,Extenor(2)22-4-1 to 25-11-3,Interior(1)29-6-4 to 33-7-7; Lumber DOL=1.60 plate grip DOL=1.60 �r 3)All plates are MT20 plates unless otherwise indicated. 4)Plate(s)at joint(s)4,8,3,21,20,5, 18,7,7,7,7, 17,14,9,15,16, 10,10,13,2,2,6,1,1, 1 and 1 checked for a plus or minus 0 y degree rotation about its center. ° . ') 5)Plate(s)at joint(s)19 checked for a plus or minus 3 degree rotation about its center. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb) 10=1443, 1=1101. 7)This truss has been designed for a moving concentrated load of 200.O1b dead located at all mid panels and at all panel points along [e oc, the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. [ j LOAD CASE(S)Standard s� M `Job- -Truss Type .Qty i Ply 'RES:JURGBERGE/DE PASS (R.C.) - - 8452 A3 SPECIAL TRUSSS 'I Job Reference(optiona)_- DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:10.250 s 7.35 Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 13:54:08- 2014 Pag 9HfajsYz407tdrj9 Dp5zQSm7-c4SHzN SSkYcgs?ly M DwEtOaVXbW3 LYeKkgXpfAz LWoz 37-2-8 6-5-13 _ 12-11-9 19-5-6 25-11-3 _ - 30-6-11 - 35-2-4 --35-1-0-1-2 6-5-13 6-5-13 6-5-13 6-5-13 4-7-9 4-7-9 0-8-8 1-3-12 Scale=1:62.8 2.50 12 5x6 4x8 7 2x4 " 1 �\` 8 x 6 5x10 MT20H= 5 _ T4 5x8 4x4 r2- _ 9 100 3 4 y 4x4= \ W7 13 N(6 7x8 MT20H 2 ��, W 5 �� - 3 34 10 4x824 - / 2 v _Ftp Y W4x8= 22 UV1 B_� \ O 26 232'��7 25 28 20 29 19 18 17 30 16 31 1514 32 12 11 21 5x10 MT20H WB 4x6- 2x4 11 3x6= 3x4= 3x8= 4x4= 2x4 11 3x6= 35-10-12 1-3-12, 6-5-13 12-11-9 _ �- _- 19-5-6 25-11-3 _. 30-6-11 _. 35-0-4 35,24 1-3-12 5-2-1 6-5-13 _--- - --- 6-5-13 6-5-13 4-7-9 4-5-9 0-�-0 0-8-8 Plate Offsets(X,Y): [1:0-0-0 0-0-8j,[1:0-0-4,1-10-1],[1:0 6 12,Edgej,_�7:0-2-0 0-2-12],[9.0-3-7,0-11-12],[9:0-3-12,Edge],[13:0-2-8,0,0 2--8] LOADING(psf) SPACING 2-0-0 i CSI DEFL in (loc) I/def] Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.99 Vert(LL) 0.64 19-20 >664 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.68 i Vert(TL) -0.83 19-20 >514 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.74 i Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) Weight:234 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied. T4:2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 3-7-3 cc bracing. BOT CHORD 2x4 SP M 31 'Except* WEBS 1 Row at midpt 4-17,5-16 133:2x4 SP No.2 F MiTek Tewommeiids that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be Installed during truss erection,in accordance with Stabilizer LeWEDft 2x4 SP No.2 GE ._Installation guide. _- REACTIONS (Ib/size) 9=1844/0-8-0 (min.0-1-14), 1=1746/0-8-0 (min.0-1-14) Max Horz 1=303(LC 3) Max Uplift9=-1771(LC 3),1=-1582(LC 3) Max Grav9=2293(LC 6),1=2256(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 22-24=-2253/1601,2-24=-5993/4202,2-3=-5966/4188,3-4=-5887/4196,4-5=-4490/3195, 5-6=-2774/2019,6-7=-2713/2025,7-8=-2308/1664,8-9=-2284/1572 BOT CHORD 23-27=-1647/2120,25-27=-1647/2120,25-28=-4268/5846,20-28=-4268/5846, 20-29=-4268/5846, 19-29=-4268/5846,18-19=-4204/5872, 17-18=-4204/5872, 17-30=-3060/4354, 16-30=-3060/4354, 16-31=-1208/1842, 15-31=-1208/1842, 14-15=-1208/1842,13-33=-199/356,33-34=-198/358,9-34=-197/359 WEBS 2-19=-256/186,4-19=0/321,4-17=-1657/1248,5-17=-424/782,5-16=-2047/1541, 7-16=-390/670, 13-16=-684/972, 13-14=-1289/958,8-13=-490/419,9-14=-1511/2293, Gi 7-13=-491/404,9-12=0/263,22-23=-1170/872,24-25=-637/508,23-24=-2044/1394, a 22-25=-1544/2162 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph,TCDL=5.Opsf; BCDL=5.Opsf;h=29ft;Cat.ll;Exp C;Encl., GCpi=0.18;C-C Exterior(2);cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated 4)Plate(s)at joint(s)6 checked for a plus or minus 4 degree rotation about its center. , =' 5)Plate(s)at joint(s)18,2,20, 19,4,17,5,16, 13,8, 14,3, 15,9,9,7, 12, 1, 1 and 1 checked for a plus or minus 0 degree rotation about its center. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot=lb) r 9=1771, 1=1582. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along c i the Bottom Chord,nonconcurrent with any other live loads. s r ; 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. { s LOAD CASE(S)Standard -" L -- -- - - Job Truss Truss Type RES:JURGBERGE/DE PASS 8452 B1 SPECIAL TRUSS 13 2 DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO Job Reference 1 MiTek - - ESPINEIRA Run:10.250 s 7.35 Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek Industries Inc. Wed Apr 30 13:54:09 2014 Peg I D:6y 19HfajsYz407tdrj9Dp5zQ Sm7-4GOfBjT4Vskh U 9J8vxRTQE7o_?rr44wTzKH M BdzLWoy 0-8-8 7L33-12 4-6-0 B-1-4 11-2-9 _14-3-13 16-7-5 20-4-6 _ -_24-1-7 _- 27-10-8 __-31-7-9 _ 34-8-4.__-, 1-3-12 3-9-8 3-7-4 3-1-4 3-1-4 2-3-8 3-9-1 3-9-1 3-9-1 3-9-1 3-0-11 0-8-8 Scale=1:62.6 5x6== 4x4 0;1"S I 3x6 13 14 rMAi^ti^ t _,..., v'.""�,` - 10 3x6 - 12 = + 8 3x6 11 W6 ° 3x6 9 3x4 2x4 8 5x6 - - r. _ ` T4 W�15 10 ✓� ... T3 f 2 W5 BS , L� 16 1 W2 -W5 43 44 0 2.50-12 4x6 ` 7 �i_'2� W2- W5 18 4 42 3x6 17 6x8- 2x4 3x4 = 5 6 - W2 W5 41 N �I 3x4 419 � I 20 3x6_ 1x4 ',' 3 -^a'� M12 B3NV4 _- 39 21 40 3x6 - _ 30 32 W2 �n/4� # 22 2.50',12 - 38 6x12 MT2014 V"/2-�,W3_37 23 3x4= 2x4 d _ B25 24 3x4 2 29 3� 34- 26 25 3x4 35 36 5x6= 5x6= 27 3x4 2x4 1 0-10-8 0-8-a 4-6-0 8-1-4 _I_ 11-2-9 __I 14-3-13_16-7-5 20-4-6 24-1-7 27-10-8_ 31-7-9 34-84 0-8-8 3-7-8 3-7-4 3-1-4 3-1.4 2-3-8 3-9-1 3-9-1 3-9-1 3-9-1 3-0-11 0-2-0 _ Plate Offsets(X,�: f2 0-5-10,Edgej,[16 0-4-0.0-_44 LOADING(psf) SPACING 2-0-0 CSI �DEFL in (loc) I/deft Ud I PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.49 Vert(LL) 0.97 19-21 >426 360 MT20 244/190 TCDL 15.0 Lumber Increase 1 33 BC 0.71 Vert(TL) -1.63 19-21 >254 240 MT20H 187/143 BCLL 0.0 i Rep Stress Incr YES WB 0.42 Horz(TL) 0.17 15 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) Weight:450 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins, BOT CHORD 2x6 SP No.2`Except' except end verticals. B1:2x4 SP No.2,134,63:2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 8-1-7 oc bracing. WEBS 2x4 SP No.2 REACTIONS (Ib/size) 15=1638/0-4-4 (min.0-1-8),2=1818/0-8-0 (min.0-1-8) Max Horz 2=524(LC 3) Max Uplift 15=-1196(LC 3),2=-1202(LC 3) Max Grav 15=2136(LC 6),2=2267(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-30=-5524/2291,30-32=-6627/2700,3-32=-6600/2704,3-4=-1 0235/4654, 4-5=-12634/5882,5-6=-12604/5884,6-7=-14253/6790,7-8=-14288/6847, 8-9=-14101/6883,9-10=-12277/6119, 10-11=-12255/6123, 11-12=-9085/4712, 12-13=-4661/2549, 13-14=-4676/2564,14-15=-2077/1190 BOT CHORD 29-33=-2315/4913,31-33=-2315/4913,31-34=-3063/6625,26-34=-3064/6621, 25-26=-3119/6719,24-25=-3113/6727,24-37=-5020/10346,23-37=-5015/10353, 23-38=-6204/12725,22-38=-6200/12735,22-39=-7041/14307,21-39=-7037/14312, 20-21=-7064/14338,20-40=-7062/14342,19-40=-7061/14350, 19-41=-7062/14148, 18-41=-7056/14156, 18-42=-6235/12294,17-42=-6229/12305, 17-43=-4775/9092, 16-43=-4772/9104 WEBS 3-26=-1512/864,3-24=-1873/3552,4-24=-1301/695,4-23=-1172/2368,6-23=-894/525, ^1 c 6-22=-858/1607,7-22=-399/252,8-19=-384/219,9-18=-1828/816, 11-18=-229/660, 11-17=-3167/1447, 12-17=-398/1058, 12-16=-4381/2206,13-16=-710/1543, 14-16=-2437/4485,2-29=-2113/1173,30-31=-27/298,29-30=-419/720 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:2x4-1 row at 0-9-0 oc,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(B)face in the LOAD CASE(S)section.Ply to r4 J ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. '-1 3)Unbalanced roof live loads have been considered for this design. � -- 4)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=29ft;Cat.II;Exp C;Encl., s N GCpi=0.18;C-C Exterior(2)-1-3-12 to 2-1-14,Interior(1)2-1-14 to 27-10-8,Exterior(2)27-10-8 to 31-7-9; Lumber DOL=1.60 plate grip DOL=1.60 r c Y 5)All plates are MT20 plates unless otherwise indicated. + , 6)Plate(s)at joint(s)5,13, 15,2,2,26,20,3,24,4,23,6,22,7,8,21,19,9,18, 11, 17, 12,14,28, 10 and 25 checked for a plus or minus 0 degree rotation about its center. -- 7)Plate(s)at joint(s)16 checked for a plus or minus 2 degree rotation about its center. 8)Bearing at joint(s)15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb) 15=1196,2=1202. Continued on page 2 Job Truss Truss Type RES.JURGBERGE/DE PASS (R.C.) '.8452 B1 SPECIAL TRUSS 3 2 Job Reference(optionap - -- DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:10.250 s 7.35 Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 13:54:09 2014 Peg I D:6y I9 HfajsYz4O7tdrj9 Dp5zQSm7-4GOfBjT4 Vskh U9J BvxRTQ E7o_?rr44wTzKH M BdzLWoy NOTES 10)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard v ,.t kn i» i 1=-n IZ y� Syr: L�tj 171 — 9 !. c.. - - - - - - Job ,Truss Truss Type (1ty Ply RES:JURGBERGE/DE PASS (R.C.) -8452 B3 SPECIAL TRUSS 4 2 Job Reference. - - --- -- . -- - -- - DECO TRUSS COMPAN-Y--INC.,Princeton,FL 33032,MARIO.ESPINEIRA- - Run:10.250 s 7.35 Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 13:54:11 2014 Peg I D:6y I9 HfajsYz407td rj9Dp5zQSm7-Of7Q bPVL 1 T_PjTTX1 MTxVEC53pa KY?mmQemTGVzLWow 0-8-8 -1-3-12 _ 4-6-0 _ 8-1-4 , ___11-2-9 _14-3-13 16-7-5 20-4-6 24-1-7 _ 27-10-8 31-7-9 34-8-0 1 - - r-_ . 1-3-12' 3-9-8 3-7-4- 3-1-4 3-1-4 2-3-8 3-9-1 _-- 3-9-1 3-9-1 3-9-1 3-0-11 0-8-8 Scale=1:62.6 5x6 4x4 ` 3x6 = 13 14 • 5x6-= 3x6- 1=- W6 T4_ _W6 3x6 11 T3,-._ 10 - W2 W5 -` - B5 -15 1 2x4 3x6=- 9 W W5 16 43 3x4 -' WS - 42 2x4 2.50'12 5x6-= 7 8 W2 B4 17 6x8=_ 0 3x4 T7 r 1 - ' 19' 3x6_ 41 _ _ 6 _- _ 18 3x6 3x4= 4 __ _-- 1=WS 40 m 1x4 3 --- -W2 �/4 20 3x6 v 1 - 21 30-i ` _YVq 23B3 37 3x4 38 2 6x12 MT20H - 2.50 12 36 2 +81 -B2- 29 3 5 2q 3x4= YV1 3x4= 34 35 5x6_ 4x6=_ 27 3x4 2x4 0-10-8 0-8-8 4-6-0 _8-1-4r 11-2.9_. }._ 14-3-13 1-75 20-4-6 _ 24-1-7 27-10-8 __... 31-7-9 ___34-8-4 0-M 3-7-8 3-7-4 -_ -3-1-4 3-1-4 2-3-8 3-9-1 3-9-1 3-9-1 3-9-1 3-0-11 0-2-0 Plate Offsets(X,Y): [2:0-5-10,Edge]_[16 0-4-0,0 4-T _- LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/def! L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 I TC 0.58 Vert(LL) 1.05 19-21 >394 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.51 Vert(TL) -1.30 19-21 >320 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.13 15 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix-M) Weight:450 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, BOT CHORD 2x6 SP M 26*Except* except end verticals. B1:2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 7-4-15 oc bracing. WEBS 2x4 SP No.2 REACTIONS (Ib/size) 15=1309/0-4-4 (min.0-1-8), 2=1454/0-8-0 (min.0-1-8) Max Horz 2=552(LC 3) Max Uplift 15=-1246(LC 3),2=-1313(LC 3) Max Grav 15=1708(LC 6),2=1812(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-30=-4386/2782,3-30=-5321/3332,3-4=-8174/5623,4-5=-10100/7090,5-6=-10076/7092, 6-7=-11394/8116,7-8=-11422/8178,8-9=-11273/8123,9-10=-9814/7105, 10-11=-9797/7107, 11-12=-7264/5280, 12-13=-3718/2715, 13-14=-3730/2729, 14-15=-1656/1234 BOT CHORD 29-32=-2885/4060,31-32=-2885/4060,31-33=-3724/5320,26-33=-3725/5317, 25-26=-3789/5395,24-25=-3784/5401,24-36=-6029/8261,23-36=-6025/8266, 23-37=-7444/10173,22-37=-7442/10182,22-38=-8392/11437,21-38=-8389/11440, 20-21=-8417/11462,20-39=-8415/11465,19-39=-8414/11472, 19-40=-8318/11310, 18-40=-8315/11317, 18-41=-7230/9828, 17-41=-7227/9837, 17-42=-5343/7269, 16-42=-5340/7279 rn WEBS 3-26=-1216/1018,3-24=-2204/2805,4-24=-1031/820,4-23=-1404/1904,6-23=-717/606, q cam•, 6-22=-969/1283,7-22=-318/286,8-19=-367/236,9-18=-1462/1075, 11-18=-315/527, 11-17=-2530/1867, 12-17=-547/849, 12-16=-3512/2596,13-16=-844/1230, 14-16=-2601/3570,2-29=-1665/1257,30-31=-66/275,29-30=-434/491,2-31=-271/182 cr 'a NOTES a, B 1)2-ply truss to be connected together with I Od(0.131"x3")nails as follows: r Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. µ Bottom chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. 'J {I 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)face in the LOAD CASE(S)section.Ply to a V.7) ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. t 1 t q 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=29ft;Cat.II;Exp C;Encl., GC x0.18;C-C Exterior 2;Lumber DOL=1.60 plate grip DOL=1.60 = 3 5)All plates are MT20 plates unless otherwise indicated. 6)Plate(s)at joint(s)5, 13, 15,2,2,26,20,3,24,4,23,6,22,7,8,21, 19,9,18,11, 17, 12,14,28,10 and 25 checked for a plus or [ a minus 0 degree rotation about its center. ' t 7)Plate(s)at joint(s)16 checked for a plus or minus 2 degree rotation about its center. A t t 8)Bearing at joint(s)15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. a 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) S „\ 15=1246,2=1313. - 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. Continued on page 2 _Truss _ _.__._ 'Truss Type- — -- - — City --'ply RES:JURGBERGE/DE PASS (RC) - -- -- -- 452 8DEC0 TRUSS COMPANY INCE Princeton,FL 33032,MARIO SPECIAL TRUSS 250ID: 7.35 sYz40 2 Job Refep 27 2(optional)_ P PPag -- ESPINEIRA Run:10.250 s 7.35 Sep 27 2012 Print:zQS s Se 27 20121 T-Pj Industries,TXl MTx Inc. Wed A r 30 13:54:11 VzL ow y ) 7tdrj9Dp5zOSm7-Ot70bPVL1T_PjTTX1MTxVEC53 aKY.mmQemTGVzLWow .NOTES 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard AnA, .J - -- -- - J06_ - - -- --Truss -- ITrussType ----- - - —QtY— - Ply RES.JURGB-ERGE/DE-PASS (R.C.) 8452 Dt MONOPITCH TRUSS ID:6 19Hfa sYz407td Job Reference(�ona�_. _- - --- — DECO TRUSS COMPANY INC.—,Princeton,FL 33032,MARIO ESPINEIRA Run:10.250 s 7.35 Sep 27 2012 Print.7 950 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 1354:12 2014 Peg y j rj9Dp5zQSm7-UrhoplWzon6GLd2jb3?A1 sllhCpQHJ5vflVOoyzLWov 5-1-1 10-2-1 15-3-2 20-4-3 -----___25-5-3- --- 30-6-4 -- 30-9-4 - - - -- 5.1.1-- 5.1_1 5-1-1 5-1-1 5-1-1 5-1-1 0-3-0 Scale=1:50.3 2x4 9 10 4x6 24 8 - 7 T3__ - g c2 2.50 12 3 4x6 ' S T� 10 W11 C', 1 0 4 ' „— ID '11. ID 4x8 11 23 2 -� W7 19 21, T1 5 -- 25 22 27 1 1 — -- — 7 28 16 29 15 14 30 13 31 2 32 11 18 20 26 3x6 1x4 3x6= 3x10 MT20H= 4x6 1; 1-3-12: 5-1-1 10-2-1 - 15-3-2 20-4-3 25-5-3 30-6-4 1-3-12' 3-9-5 5-1-1 5-1-1 5-171 Plate Offsets X,Y): [1:0.5.9,Ed e, 1 0 0 12,2 0 12j _ LOADING(psf) SPACING 2 0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 1 TC 0.46 Vert(LL) 0.31 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.91 Vert(TL) -0.54 15-16 >680 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.15 11 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) Weight: 195 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. B1:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-10 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 6-12,8-11 WEDGEMiTek recommends that Stabilizers and required cross bracing------ Left:2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer i Installation guide. REACTIONS (Ib/size) 11=1408/0-2-8 (min.0-2-2), 1=1508/0-8-0 (min.0-1-10) Max Horz 1=535(LC 3) Max Uplift 11=-1024(LC 3),1=-932(LC 3) Max Grav 11=1827(LC 6), 1=1934(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 19-21=-1926/873,21-23=-4694/2022,2-23=-4689/2026,2-3=-5075/2169,3-4=-4051/1702, 4-5=-4010/1712,5-6=-2797/1161,6-7=-1446/568,7-8=-1376/574,9-11=-233/268 BOT CHORD 20-26=-1107/1839,22-26=-1107/1839,22-27=-2409/4661, 17-27=-2409/4661, 17-28=-2409/4661, 16-28=-2409/4661,16-29=-2522/5090, 15-29=-2522/5090, 14-15=-1982/4027,14-30=-1982/4027,13-30=-1982/4027, 13-31=-1363/2773, 12-31=-1363/2773, 12-32=-710/1423, 11-32=-710/1423 WEBS 2-16=-115/440,3-15=-1160/589,5-15=-181/560,5-13=-1493/737,6-13=-353/915, 6-12=-1777/859,8-12=-500/1260,8-11=-2098/1048,19-20=-1084/609,21-22=-416/227, 20-21=-1596/632, 19-22=-838/1720 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=29ft;Cat.11;Exp C;Encl., GCpi=0.18;C-C Exterior(2)0-0-0 to 3-0-10,Interior(1)3-0-10 to 27-8-10,Exterior(2)27-8-10 to 30-9-4;cantilever left exposed; Lumber D6L=1.60 plate grip DOL=1.60 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x4 MT20 unless otherwise indicated. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except 6t=1b) 11=1024. 1=932. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this`cuss LOAD CASE(S)Standard Job - -- -- -Truss - -_i Truss ape- --- Qty --- Ply RES.JURGBERGE/DE PASS (R. j GABLE 2 1 8452 D3 _- ESPINEIRA Run:10.250 s 7.35 Se 27'sYz407t: Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO p 012 Print:7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 13:5412 2014 Pag ID:6y19Hfai rj9Dp5zQSm7-UrhoplWzon6GLd2jb3?A1 sIG2CtaHJPVtIVOoyzLWov 6-0-0 10-2-115-3-2 _ _ 20-4-3 ------ 25-5-3--- ---- 30-6-4 6-0-0 4-2 1 - 5-1-1 5 1 1 5-1-1 5-1-1 Scale=1:50.1 2.50 12 2x4 10 4x6 r. 8 9 T4 i 6 T3 5x6 10Wit \`\\ � 5 1 4 �� 8x10= W7 \ 3 W3 1' 19-,HT1 23- 61 01 B2 24 20 25 22 26 17 27 16 28 15 14 29 13 30 12 31 18 11 5x6= 5x14 .' 4x4= 5x6 4x6 I 1-3-12, 6-0-0 10-2-1 15-3-2 20-4-3 25-5-3 30-6-4 1-3-12 4-8-4 4-2-1 5-1-1 5-1-1 - __-- 5 1-�_- -_ -- 5-1-1 Plate Offsets(X,Y): [1:0-3-8,Ed e, 1 0 0 4,Edge] [1:1-6 3 0-3-41,L2_3-6-15,0-0-41,,[3:0-3-12,0-6-8],[11:0-4-8,0-2-Oj _ - --- -- - - - -r - --- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud i PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.63 Vert(LL) 0.56 16-17 >651 360 i MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.64 Vert(TL) -0.71 16-17 >513 240 BCLL (Matrix-M) Weight:216 Ib FT=0% 0.0 BCDL 10.0 Code FRC2010/TP12007 � - Rep Stress Incr YES WB 0.95 � Horz(TL) 0.11 11 n/a n a LUMBER BRACING TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins, T2:2x6 SP M 26 except end verticals. BOT CHORD 2x6 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 4-0-0 oc bracing. 131:2x6 SP M 26 WEBS 1 Row at midpt 7-12,9-11 WEBS 2x4 SP No.2 FATek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation� REACTIONS (Ib/size) 11=1350/0-2-8 (min.0-2-1), 1=1535/0-8-0 (min.0-1-10) Max Horz 1=631(LC 3) Max Uplift 11=-131O(LC 3), 1=-1351(LC 3) Max Grav 11=1766(LC 6), 1=1972(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-19=-1401/1000, 19-21=-4957/3307,2-21=-3920/2621,2-3=-4837/3232,3-4=-6234/4179, 4-5=-4638/3081,5-6=-4593/3087,6-7=-3100/2043,7-8=-1567/998,8-9=-1497/1000 BOT CHORD 18-24=-1164/1631,20-24=-116411631,20-25=-3797/4981,22-25=-3797/4981, 22-26=-3797/4981,17-26=-3797/4981, 17-27=-3797/4981, 16-27=-3797/4981, 16-28=-4623/6252, 15-28=-4623/6252, 14-15=-3413/4606, 14-29=-3413/4606, 13-29=-3413/4606, 13-30=-2277/3071, 12-30=-2277/3071, 12-31=-1144/1543, 11-31=-1144/1543 WEBS 3-17=-1072/796,3-16=-841/1295,4-16=0/296,4-15=-1733/1274,6-15=-326/616, 6-13=-1743/1290,7-13=-574/941,7-12=-1907/1414,9-12=-781/1242,9-11=-2151/1595, 1-18=-325/249, 19-20=-1153/855, 18-19=-719/947, 1-20=-1200/906,22-23=-380/637, 21-23=-142/279,19-23=-1144/1720,20-23=-1756/1168 zq V e NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=29ft;Cat.11;Exp C;Encl., GCpi=0.18;C-C Exterior(2);cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 r.^, 2)All plates are 3x4 MT20 unless otherwise indicated. ^ -` 3)Plate(s)at joint(s)8, 10,11,3, 16,4,15,6,13,7, 12,9,2,2,5, 1, 1 and 1 checked for a plus or minus 0 degree rotation about its r, y center, 4)Plate(s)at joint(s)14 checked for a plus or minus 3 degree rotation about its center. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 'N" 3 b 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) 11=1310, 1=1351. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. j 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 Job Truss Truss Type Qty Ply RES:JURGBERGE/DE PASS 18452 D4 MONOPITCH TRUSS '.4 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:10.250 s 7.35 Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 13:54:13 2014 Pag ID:6y19HfajsYz4O7tdrj9Dp5zQSm7-z1 FA05WbZ5E7zndv8nWPa41QZc9fOmL3tyFaKOzLWou 5-1-1 --- 10-2-1 - 15-3-2 20-4-3- ----._---25-5-3_ __-- 30-6=4 30-9-4 5-1-1 5-1-1 5-1-1 5-1-1 5-1-1 5-1-1 0-3-0 Scale=1:50.3 2x4 9 10 4x6 7 8_ T3 6 7W7 2.5012 4x6 5T2_ 10 W11 �q —3 �4x8 " 219 � Wt_ t� 21 23 22 25 17 26 16 27 15 14 28 13 29 12 30 18 11 214 3x6 1x4 I 3x6= 3x10 MT20H- 4x6 I' 1-3-12. 5-1-1 10-2-115-3-2 20-4-3 25-5-3 _ 30-6-4 1-3-12 3-9-5 _ 5-1-1--- _ _5 1-1 5-1-1 --- ---5-1-1---- 5-1-1 - — Plate Offsets X,Y: 1:0-5-9,Edge],[1:0-0-12,2-0-121___ __ — LOADING(psf) SPACING 2-0-0 CSI I DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.65 Vert(LL) 0.43 15-16 >851 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 1 BC 0.91 Vert(TL) -0.54 15-16 >680 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.15 11 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) Weight:195 Ib FT=0% I LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. B1:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-4-11 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at mid pt 6-12,8-11 WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 11=1408/0-2-8 (min.0-2-2), 1=1508/0-8-0 (min.0-1-10) Max Horz 1=695(LC 3) Max Uplift 11=-1415(LC 3),1=-1311(LC 3) Max Grav 11=1827(LC 6), 1=1934(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 19-21=-1926/1346,2-21=-4694/3141,2-3=-5075/3384,3-4=-4051/2667,4-5=-4010/2676, 5-6=-2797/1822,6-7=-1446/896,7-8=-1376/901,9-11=-233/274 BOTCHORD 20-24=-1636/1839,22-24=-1636/1839,22-25=-3638/4661, 17-25=-3638/4661, 17-26=-3638/4661, 16-26=-3638/4661,16-27=-3847/5090, 15-27=-3847/5090, 14-15=-3023/4027, 14-28=-3023/4027,13-28=-3023/4027,13-29=-2076/2773, 12-29=-2076/2773, 12-30=-1062/1423,11-30=-1062/1423 WEBS 2-16=-214/440,3-15=-1160/899,5-15=-304/560,5-13=-1493/1128,6-13=-567/915, 6-12=-1777/1334,8-12=-807/1260,8-11=-2098/1568,19-20=-1084/816,21-22=-416/329, 20-21=-1596/981, 19-22=-1270/1720 4 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=29ft;Cat.11;Exp C;Encl., ° GCpi=0.18;C-C Exterior(2);cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)All plates are MT20 plates unless otherwise indicated- ee" 3)All plates are 3x4 MT20 unless otherwise indicated. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) a 11=1415,1=1311. 7)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 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 Job Truss Truss Type — Qty Pr RES:JURGBERGE/DE PASS (R.C.) x8452 D6 MONOPITCH TRUSS 1 1 'Job Reference(optional DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:10.250 s 7.35 Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 13:54:13 2014 Pag ID:6yl9HfajsYz407tdrj9Dp5zQSm7-z1 FA05WbZ5E7zndvBnWPa4lWccDFOwC3tyFaKOzLWou -1-10-12 6-0-10 12-1-4 18-1-14 _24-2-8__-_-- 24-5-8 - — - 1-10-12 6-0-10 6-0-10 6-0-10 6-0-10 0-3'-0 Scale=1:43.5 2.50 12 2x4 7 8 17 l 3x4 r 6 — -- 4x6= T2 3x4= 5 � ,- 4 o2 o o 2x6 16 - VVI vV� 2x4 - o) 14 18 13 12 19 11 20 10 21 9 2x4 I 3x6- 3x4— 3x4 - 3x4- 3x4 6-0-10 12-1-4 118-1-14 24-2-8__ 6-0-10 6-0-10 _._6-0-10 6-0-10 Plate O_ffsetsAX,Y1:0-2-2,0-1-0j,.[2:0-3-8,0-2-0],[14:0-2-0,0-1-4] _ LOADING(psf) SPACING 2-0-0 CSI DEFL In loc I/deft Ud i PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.26 VertLL 0.00 8 n/r 180 ! MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.68 Vert(TL) 0.00 7-8 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) -0.01 9 n/a n/a BCDL 10.0 Code FRC2010ITP12007 I (Matrix) Weight:168 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SP No.2 8-5-2 oc bracing:13-14. r MiTek recommends that Stabilizers and required cross bracing l be installed during truss erection,in accordance with Stabilizer l Installatio_n_guid_e.. REACTIONS All bearings 24-2-8. (lb)- Max Horz 14=611(LC 3) Max Uplift All uplift 100 Ib or less at joint(s)except 9=-360(LC 3), 14=461(LC 3), 13=-341(LC 3),11=-334(LC 3), 10=-358(LC 3) Max Grav All reactions 250 Ib or less at joint(s)except 9=392(LC 6),14=508(LC 2), 13=783(LC 6), 11=717(LC 6), 10=758(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 7-9=-271/298,2-14=-456/489 BOT CHORD 14-18=-492/291, 13-18=-492/291, 12-13=-255/164, 12-19=-255/164, 11-19=-255/164 WEBS 3-13=-634/344,4-11=-584/354,6-10=-607/381 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf; BCDL=5.Opsf;h=29ft;Cat.If;Exp C;Encl., GCpi=0.18;C-C Exterior(2)-1-10-12 to 1-1-4,Interior(1)1-1-4 to 21-5-8,Exterior(2)21-5-8 to 24-5-8;end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Gable requires continuous bottom chord bearing. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 360 Ib uplift at joint 9,461 Ib uplift at joint 14,341 Ib uplift at joint 13,334 Ib uplift at joint 11 and 358 Ib uplift at joint 10. 5)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 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 Y Job Truss Truss Type Qty Ply RES:JURGBERGE/DE PASS (R.C.) 8452 D7 MONOPITCH TRUSS 1 1 Job Reference(optional) DECOTRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:10.250 5 7.35 Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 13:5414 2014 Pag I D:6y I9 HfajsYz4O7td rj9 DpSzQSm7-REpYEQXD KO M_awC6i U 1 e7H qg DOV_IJ N C6c_7tgzLWot -1-1.0-12__ 6-0-10 12-1-4 _-_ _ _18-1-14 _ 24_2-8 _ 24-5-8 1-10-12 6-0-10 6-0-10 1 6-0-10 6-0-10 0=3-0 Scale=1:42.7 2.50 12 2x4 7 8 17 3x4- -— g 4x6 `T2_ 3x4= 5 _ - 4_ � I 3x4 3 W8 W9- co 16 4x6 E �W 1 2x4 2 W5 � -- - --—B1 97 _ 18 13 12 19 11 20 10 21 y 14 3x10 MT20H 3x6 11 3x6= 3x4= 3x4= 4x6 6-0-10 12-1-4 - - -_ 18-1-14 -� 24-2-8----__-- 6-0-10 6-0-10 6-0-10 _-6-0-10 Plate Offsets X,Y: 1:0-2-2,0-1-0] [2:0-3-12,0_-2-01,[14:0-3-0,0-0-8] -- — -. _.--- - — — — — Tt LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.33 Vert(LL) 0.12 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.90 Vert(TL) -0.34 11-13 >837 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) I Weight: 168 Ib FT=0% --- - — - L ------- - LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-14 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-12 oc bracing. OTHERS 2x4 SP No.2 WEBS 1 Row at midpt 4-10,6-9 MiTek recommends that Stabilizers and required cross bracing�! be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 9=1159/0-2-8 (min.0-1-13), 14=1295/0-7-0 (min.0-1-14) Max Horz 14=611(LC 3) Max Uplift9=-882(LC 3), 14=-973(LC 3) Max Grav 9=1514(LC 6), 14=1569(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-16=-2573/1014,3-16=-2527/1025,3-4=-2358/949,4-5=-1377/520,5-6=-1294/531, 7-9=-275/300,2-14=-1507/996 BOT CHORD 14-18=-526/345,13-18=-526/345, 12-13=-1356/2594,12-19=-1356/2594, 11-19=-1356/2594,11-20=-1194/2351,10-20=-1194/2351, 10-21=-690/1357, 9-21=-690/1357 WEBS 3-13=-450/273,3-11=-273/177,4-1 1=-16/316,4-10=-1187/602,6-10=-261/775, 6-9=-1794/914,2-13=-855/2354 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph,TCDL=S.Opsf;BCDL=S.Opsf;h=29ft;Cat.ll;Exp C.Encl., GCpi=0.18;C-C Exterior(2)-1-10-12 to 1-1-4,Interior(1)1-1-4 to 21-5-8,Exterior(2)21-5-8 to 24-5-8;end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)All plates are MT20 plates unless otherwise indicated. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 882 Ib uplift at joint 9 and 973 Ib uplift at joint 14. 6)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 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 r A._j�lti 'x, 77 t �O,JS ]r 3 Job — -'-Truss - - Truss Type - - - -Cty --Ply RES.JURGBERGE/DE PASS- 8452 ASS l8DEC0 TRUSS COMPANY IN E1 E PIINEIRA H TRUSS Run:10.250 s 7.35 Se 27 2012 Print: _,Job_Reference(optional� -__- ___ __ _ C.,Princeton,FL 33032,MARIOI - p 7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 13:54:14 2014 Peg I D:6y 19HfajsYz407tdrj9Dp5zOSm7-REpYEOXDKO M_awC6iU 1 e7Hgeh0U rIG2C6c_7tgzLWot 1-9-12 0-8-8 5-0-0 9-1-2 11-4-10 _ 15-8-4 _ _ 19-11-14 _ __24-3-8 24-6-8 - -. — 1-9-12 0-8-8 4-3-8 4-1-2 2-3-8 4-3-10 4-3-10 4-3 10 G-3-0 Scale=1:44.3 2.5012 3x6 9 - v 3x8= 21 8 �i W5- 'WtF o 5x6= 3x4 Tz - 7 3x4 _ -' W2 -- 10 2x4 5W4 30 3x8 4 _ B 1 } 3.I 3x4= _ _ WFj� 1N4— _ P9 4x4 3 =" y� 12 11 1x4 I. - 28 3x4 = - _ �J 13 --�W - 14 27 . 1x4 i! 2.50:.121. v _ YO 23 15 5x10 MT20H 18 22h __ 25 4x8= 24 161x4 3x6 0-10-8 0-8-8 5-0-0 9-1-2 114-10 8 15-8-4 19-11-14 _ 24-3-8 - '0-8-8 4-1-8 4-1-2 2-3-8 4-3-10 4-3-10 4-3-10 0-3-0 0-2-0 _ -- Plate Offsets X,Y): [2:0-4-14,Edge, 9:0-4-14,0-0-8, 14:0-5-0,0-3-00__ _ -- -- -- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.49 Vert(LL) 0.59 12-13 >492 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.97 Vert(TL) -1.04 12-13 >279 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) -0.11 9 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) Weight:140 Ib FT=09/6 LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins, BOT CHORD 2x4 SP No.2`Except` except end verticals. B1:2x4 SP No.21),B3:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at mid pt 8-10 --- - MiTek recommends that Stabilizersd r anequired cross bracing ! be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 9=1146/Mechanical,2=1370/0-8-0 (min.0-1-11) Max Horz 2=477(LC 3) Max Uplift9=-798(LC 3),2=-949(LC 3) Max Grav9=1500(LC 6),2=1662(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-19=-3275/942,3-19=-4474/1569,3-4=-6478/2759,4-5=-6590/2863,5-6=-6280/2822, 6-7=-6250/2826,7-8=-3942/1840,9-10=-600/1282 BOT CHORD 18-22=-1041/2924,20-22=-1041/2924,20-23=-1881/4484, 15-23=-1882/4481, 15-26=-1929/4560,14-26=-1925/4573, 14-27=-3083/6608,13-27=-307916613, 13-28=-3095/6617, 12-28=-3090/6628, 12-29=-3027/6332, 11-29=-3019/6339, 11-30=-1968/3953,10-30=-1960/3967 WEBS 3-15=-985/580,3-14=-1123/1966,4-14=-583/347,5-12=-424/142,7-12=0/253, 7-11=-2341/1046,8-11=-256/773,8-10=-3745/1850,2-18=-1499/913,18-19=-207/457 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=29ft;Cat. Il;Exp C;Encl., GCpi=0.18;C-C Exterior(2)-1-9-12 to 1-3-9,Interior(1)1-3-9 to 21-1-12,Exterior(2)21-1-12 to 24-1-12;Lumber DOL=1.60 plate grip DOL=1.60 2)All plates are MT20 plates unless otherwise indicated. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 798 Ib uplift at joint 9 and 949 Ib uplift at joint 2. 6)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S)Standard , '. _ Truss %Truss Type JUR --_---Qty y RES GBERGE/DE PASS (R.C.) P �P_� -- 8452 E2 I,MONOPITCH TRUSS 1 2 Job Reference o liana/ DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run.10.250 s 7.35 Sep 27 2012 Print:7.350 s Se 27 2012 MiTek Industries,Inc. Wed Apr 30 1354:15 2014 Pag I D:6y I9HfajsYz4O7tdd9Dp5zQSm7-vQNxRmYr5NgC4n I G BYtfVNopQsSUq 1 M LGkgPGzLWos _ 1-9-12 0-8-8 4 3 8 - 4-1 2 3-3 8 3 2712 3-2 012--- 3-2-12 - 3-2-11- 20-3-0 Scale=1:44.2 8x16 n n v' I 2.50 12 5x10 3x4 0 12 v 4x4 ao 11 o 3x6= 10 T4_C iWN 3x6- 9 5x6 = _-'e, i 8 _ ,T3 -W6 13 n3x4 , 36 6 ..- 1N2 f WS - 40 3x6 o u% 14 3x4 5 _/5x6 _yV2 B3_ 39 3x6. .n ` V 15 4 5x12 25 ' T2 ' -=p5ES" 38 3x6 3 =_ 1x4 ! _ _ ' ,-�/ 16 37 3x6= 23 ` ,� � 17 �1 12 �1 2 _ ��, 18 36 3x4 2.50 12 o B1 35 W1 28_- 29_2fi 30- 19 6x6= 22 2,f------ 33 3x4- 31 32 4x6 1x4 !I 20 0-10-8 ' . . 9-1-2 r 14-7 7-10-1 2 24-3-8 --6-- 08� 5-0-0 4 t 3-2�-12 3-2-12 3-2-11 0-30 0- 8' 4-1-8 4-1-2 2-3-8 _ - 0-2-0 -- - _Plate Offsets X,Y): [2:0 , _1J2 [32-8-1: 5 0-0-4�14-0-2-4,0-2-12] L 11_0-7-0,0-2 4],�0 3-8,0 7 2L[18:0-2-0,Ed91 --� -- -- LOADING(psf) SPACING 2-0-0 I CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.53 Vert(LL) 0.80 16-17 >363 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 1 BC 0.89 Vert(TL) -1.02 16-17 >284 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) -0.15 12 n/a n/a Weight:313 Ib FT=0% BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) -- - - - - LUMBER BRACING TOP CHORD 2x6 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins, T2,T1:2x6 SP M 26 except end verticals. BOT CHORD 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS (Ib/size) 2=1383/0-8-0 (min.0-1-8), 12=1133/Mechanical Max Horz 2=581(LC 3) Max Uplift2=-1288(LC 3), 12=-1077(LC 3) Max Grav 2=1679(LC 6),12=1483(LC 6) FORCES (lb)-Max.Comp./Max.Ten--All forces 250(lb)or less except when shown. TOP CHORD 23-25=-5509/3088,3-25=-4407/2436,3-4=-5290/2979,4-5=-8916/5805,5-6=-9550/6422, 6-7=-9423/6460,7-8=-9391/6463,8-9=-7652/5309,9-10=-3711/2564,10-11=-3666/2551, 12-13=-914/1306 BOT CHORD 24-28=-3474/5476,28-29=-3474/5476,26-29=-3474/5476,26-30=-3501/5536, 19-30=-3501/5533,19-35=-3556/5591,18-35=-3552/5598, 18-36=-6308/9110, 17-36=-6304/9115,17-37=-6759/9611, 16-37=-6753/9617, 16-38=-6753/9489, 15-38=-6747/9494, 15-39=-5527/7696, 14-39=-5524/7706, 14-40=-2679/3691, 13-40=-2673/3702 WEBS 4-19=-1810/1243,4-18=-2622/3351,5-18=-696/596,6-16=-335/206,8-15=-1761/1208, 9-15=-258/487,9-14=-3925/2792, 11-14=-708/1112, 11-13=-3488/2530,5-17=-445/497, a 23-24=-1717/1128,26-27=-354/798,25-27=-302/732,23-27=-274/361,24-27=-367/279 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. c a 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)face in the LOAD CASE(S)section.Ply to -4 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. n.- 3)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=29ft;Cat.II;Exp C;Encl., c; GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 a,, ; { 4)Plate(s)at joint(s)7 checked for a plus or minus 3 degree rotation about its center. 5)Plate(s)at joint(s)13,2,2,2, 19,4,5,6,17, 16,8, 15,9, 14, 11, 11,21,3,3, 10 and 12 checked for a plus or minus 0 degree 4-P rotation about its center. :'t �h tr1 • 6)Plate(s)at joint(s)18 checked for a plus or minus 2 degree rotation about its center. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1288 Ib uplift at joint 2 and 1077 Ib uplift ) r at joint 12. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 11)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S)Standard _ --- — _ Ply RES:JURGBERGE!DE PASS (R.C.) Job _ ,Truss- - - --I Truss�"ype— 8452 E3 MONOPITCH TRUSS 6 1 Job Reference(optional_ DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:10.250 s 7.35 Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 13:54:15 2014 Peg ID:6yl9HfajsYz407tdrj9Dp5zQSm7-vQNxRmYr5iVgC4nlGBYtfVNlpQriUmvM LGkgPGzLWos -1-9-12 0-8-8 5-0-0 _ 9-1-2 11-4-10 14-7-6_-_ 17-10-1 21-0-13 _-T 24-3-8 24-6-8 1-9-12 0-8-8 4-3-8 4-1-2 2-3-8 3-2-12 3-2-12 3-2-12 3-2-11 0-3-0 Scale=1:44.4 2.50 12 3x6 10 3x6 ',T 3x4 3x4 _9 Wl� o 5x10 MT20H 8 T2 7 W2 W5- r 3x4 - W N/4 11 1 - 12 32 4x4 C? ti 4 W2 3x4 r +} - i 31 3x4 r= x 5 13 3 _ = 30 3x4 c_ 1x4 I �TW'1 14 21 i - - -; 29 3x4 15 v1 2----- W2 _ 16 28 1x411 2.50;12 27 L W22 24- 17 5x10 MT20H 20 23- 26 4x8= 25 181x4 3x6 0-10-8 0-8-8 5-0A 9-1-2 11-4 14-7-6_ _ 17-10-1__ 21-0-13 24-3-8- 24-6-8 -I--- �----�- g 4-1-8 4-1-2 2-3-8 3-2-12 3-2-12 3-2-12 - - 3-2-11 0 3 0 Plate Offsets(X,YZ J2 0-4-14 Edge],_0.0-4-14 0 0-8],_L6:0-5-0,0 3�_ --. _ -- — LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft L/ PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.73 Vert(LL) 0.78 14-15 >371 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.93 Vert(TL) -0.99 14-15 >294 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) -0.11 10 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix-M) Weight:141 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. B1:2x4 SP No.21),133:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: WEBS 2x4 SP No.2 3-8-0 oc bracing: 17-22 1-w recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer 1 Installation u9 ide. __. REACTIONS (Ib/size) 10=1146/Mechanical,2=1369/0-8-0 (min.0-1-11) Max Horz 2=606(LC 3) Max Uplift 10=-1097(LC 3),2=-1269(LC 3) Max Grav 10=1500(LC 6),2=1662(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-21=-3248/1694,3-21=-4481/2584,3-4=-6454/4297,4-5=-6563/4448,5-6=-6525/4506, 6-7=-6493/4510,7-8=-5261/3671,8-9=-3064/2139, 10-11=-938/1327 BOT CHORD 20-23=-1770/2899,22-23=-1770/2899,22-24=-2992/4492, 17-24=-2993/4489, 17-27=-3062/4567,16-27=-3058/4580,16-28=-4728/6582,15-28=-4724/6587, 15-29=-4742/6590,14-29=-4739/6600,14-30=-4780/6591,13-30=-4774/6596, 13-31=-3852/5288,12-31=-3846/5294,12-32=-2256/3078, 11-32=-2250/3089 WEBS 3-17=-983/863,3-16=-1615/1933,4-16=-578/507,5-14=-260/255,7-13=-1301/927, 8-13=-337/582,8-12=-2207/1598,9-12=-589/930,9-11=-2989/2185,2-20=-1492/1203, 20-21=-330/424 ] NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=29ft;Cat. ll;Exp C;Encl., GCpi=0.18;C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2)All plates are MT20 plates unless otherwise indicated. o 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1097 Ib uplift at joint 10 and 1269 Ib uplift at joint 2. 6)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along !2.., h •. '- ;7 the Bottom Chord,nonconcurrent with any other live loads. > 7)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. cca r,n LOAD CASE(S)Standard .t �a - - - - �ob Truss truss Type Qty Ply RES:JURGBERGEI DE PASS (R.C.) -18452 E4 MONOPITCH TRUSS 1 1 Job Reference_(o tional)____ DECO-TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:10.250 s 7.35 Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 13:54:16 2014 Pag I D:6yl9HfajsYz4O7tdrj9 DpSzQSm7-NcxJf6ZTsOdhq E M Ugv36C iw_7gH?D H GVawTExjzLWor 1-9-12 0-8-8 5-0-0 _ 9-1-2 11-4-1014-7-617-10-1 ___21-0-13 _- 243-8 24-6-8 _. - 1-9-12 0-8-8 4-3-8 4-1-2 2-3-8 3-2-12 3-2-12 3-2-12 3-2-11 0-3-0 Scale=1:44.9 2.50112 2x4 10 11 9 _, __W6 n --- °o 4x6 8 T2 _ 6 7 T W2 WS - t 12 ni 2x4 Ii 5 ' fi -__f _ 2 W4 31 W2 13 vi 4 30 31 W2 _W � 29 14 1x41 _; T1-. _ W115 -3 -- - 28 A-1 16 "1 17 27 1x4 II 2.50112 - B1 _ o / 26 NO X22 23/ 18 5x6= o r� 20 19 24 25 4x4 1x4 II 0-10-8 0-8-8 5-0-0 9-1-2 11-4-10- 14-7-6 __ 17-10-1 21-0-13__. 24-3-8--__� 10-8-8 4-1-8 4-12 - . .-� -2 3 8 3-2-12 3-2-12 +-- -3-2-12 -+ 3-2-11 0-2-0 Plate Offsets LY): L7.0-3-0,0-3-0 _- _- LOADING(psf) SPACING 2 0-0 CSI DEFL in (Ioc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.50 Vert(LL) -0.00 10 n/r 180 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.55 Vert(TL) 0.00 10 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) -0.02 12 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight: 141 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 7-6-8 oc bracing: 19-20 4-9-5 oc bracing: 17-18. 4-10-0 oc bracing:2-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide________.__ _- REACTIONS All bearings 24-3-8. (lb)- Max Horz 20=613(LC 3) Max Uplift All uplift 100 Ib or less at joint(s)except 12=-201(LC 3), 18=-1363(LC 3), 17=-207(LC 7), 16=-359(LC 3), 15=-233(LC 3),14=-271(LC 3), 13=-304(LC 3),20=-138(LC 9) Max Grav All reactions 250 Ib or less at joint(s)17,19,20 except 12=274(LC 24), 18=1409(LC 2), 16=436(LC 6), 15=352(LC 6),14=376(LC 6),13=423(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1890/1555,3-4=-635/405,4-5=-579/409,5-6=-283/135,6-7=-277/161 BOT CHORD 2-21=-1455/1943,21-22=-1456/1942,22-23=-1456/1942, 18-23=-1458/1942, 19-20=-625/208, 19-24=-629/180,24-25=-626/187, 18-25=-622/195, 18-26=-1497/1356, 17-26=-1487/1361, 17-27=-389/238, 16-27=-381/243,16-28=-390/241,15-28=-384/245 WEBS 3-18=-936/954,3-17=-1099/1086,5-16=-382/381,5-15=-232/268,7-15=-371/361, 4� 8-14=-337/322,9-13=-363/338 Z,I `T, NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=S.Opsf; BCDL=S.Opsf;h=29ft;Cat.II;Exp C;Encl., r4 GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Plates checked for a plus or minus 0 degree rotation about its center. a•, - � 4)Gable requires continuous bottom chord bearing. 5)Bearing at joint(s)12,16, 15, 14, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer Il should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 201 Ib uplift at joint 12, 1363 Ib uplift at joint 18,207 Ib uplift at joint 17,359 lb uplift at joint 16,233 Ib uplift at joint 15,271 Ib uplift at joint 14,304 Ib uplift at joint 13 and 138 Ib uplift at joint 20. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)12,18, 17, 16,15,14,13,19,20. > 8)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. =a 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 - -- - --- - - - -- - - -- 'Job Truss Truss -Type Qty ,Ply RES:JURGBERGE/-DE PASS (R.C.) -.8452 H1 MONOPITCH TRUSS 7 1 Job Reference(optional DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:10.250 s 7.35 Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 13:54:16 2014 Peg I D:6yl9 HfajsYz4O7tdrj9 Dp5zQSm7-NcxJf6ZTsOd hq E M Ugv36CiwvPgl OD BuVawTExjzLWor 1-7-12 ------- 7-6-14 -- -13-6-0 - -19-5-2 - --------- 25-4-4 26-3-12 27-7-8 - --- - -_ 1-7-12 5-11-2 5-11-2 5-11-2 5-11-2 0-11-8 1-3-12 Scale=1:44.4 2.50!12 2x4 7 8 19 6 -- -W8 5 _ TZ 0 - /] r i 2 � -T1 W5 3x8 11 \ 15 + 7 - B / W1 WZ �� r�1 HWb _ 7 JJ 20 18 2212 23 11 24 10 25 13 14 16 21 5x10 MT20H WI3 9 3x6--= 4x6 :i 1x4 I i 1-7-12 1-3-12 ; 7-6-14 13-6-0 19-5-2 _. _ _25-4-4 r ----- -..__--- -I----- 5-11-2 -- �- ------ -- 1-3-120-4-0 5-11-2 _. 5-11-2 _ Plate Offsets X,YJ [1:0-0-8 2-1-5],11 0 5 10,Edge],-[6.0 2-10,0-141,[8:0-1-11 0-1-8) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1 33 TC 0.80 Vert(LL) 0.28 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.48 Vert(TL) -0.54 11-13 >562 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) Weight:131 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-2 oc purlins, BOT CHORD 2x4 SP M 31 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. WEDGE WEBS 1 Row at midpt 3-10,5-9 Left:2x4 SP No.2 - _ - acing-- MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (ib/size) 9=1322/0-2-8 (min.0-1-8), 1=1254/0-8-0 (min.0-1-8) Max Horz 1=484(LC 3) Max Uplift9=-1160(LC 3), 1=-755(LC 3) Max Grav9=1627(LC 6), 1=1615(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 15-17=-1474/613,2-17=-4246/1702,2-3=-3253/1235,3-4=-1685/517,4-5=-1639/528, 6-9=-481/668 BOT CHORD 16-21=-943/1654, 18-21=-943/1654, 18-22=-2045/4223,13-22=-2045/4223, 12-13=-2045/4223, 12-23=-2045/4223, 11-23=-204514223,11-24=-1505/3226, 10-24=-1505/3226, 10-25=-712/1649,9-25=-712/1649 WEBS 2-11=-1032/559,3-11=-100/429,3-10=-1749/878,5-10=-316/869,5-9=-1997/900, 15-16=-839/460, 17-18=-265/221, 16-17=-1524/572, 15-18=-638/1332 � Y NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.Opsf;h=29ft;Cat. II;Exp C;Encl., ' GCpi=0.18;C-C Extedor(2)0-0-0 to 2-8-6,Interior(1)2-8-6 to 24-7-8,Extenor(2)24-7-8 to 27-7-8;Lumber DOL=1.60 plate grip s, DOL=1.60 e ya 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x4 MT20 unless otherwise indicated. 4)Plates checked for a plus or minus 0 degree rotation about its center. ,4� - 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. i 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1160 Ib uplift at joint 9 and 755 Ib uplift =+ j at joint 1. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along ?,d F ; the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. -7t) ye LOAD CASE(S)Standard i � r i Job Truss ,Truss Type – Z1ty Ply RES:JURGBERGE/DE PASS (R.C.) ",'8452 H3 GABLE 4 1 Job Reference(o tt onC DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:10.250 s 7.35 Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 135416 2014 Pag I D:6yl9 HfajsYz407td rj9 Dp5zQSm7-NcxJf6ZTsOd hq EM U gv36CiwtWgF P DEfvawTExjz LWor 1-7-12 7-6-14 _ _136-0 19-5-2 22-7-8 25-4-4 26-3-12 27-7-8 - 1-7-12 5-11-2 5-11-2 5-11-2 3-2-6 2-8-12 '0.11-8 1-3-12 Scale=1:44.4 2.50_1-2 9 10 10x10 -- 4x4 ,,. 8 7 - 'W7 'W9`" 4x6 g "T 5 T3_� T _- W8 a 4x12 - 3 2 Tr u� 3x8= W5 V42 1 = 1— ri B1 82 , x6 i6 15 14 17 1318 12 – 19 – 11 2x4 11 6x12 MT20H= 3x6= 4x8 I 1-7-12 i 1-3-12 _ 7-6-14 13-6-0 19-5-2 i _.__ 25-4-4 2 d-0 Plate Offsets 5-11-2 _ --5-11-2 5-11-2 _ 5-11-2 (X.Y) [1:0-3-8,Edge],[1:0-3-0,2-9-111,[1:1-9 3 0-3-8] �4-0,0-2-0],[2_3-6-15,0-0-4, 8 8] :0-3 1,0-2-8_10:0-1-11,0_1- ,[11 0-4-12 0 2_q, 13 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 i Plates Increase 1.33 TC 0.92 Vert(LL) 0.56 13-15 >531 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 1 BC 0.65 Vert(TL) -0.72 13-15 >412 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.10 11 n/a n/a BCDL 10.0 i Code FRC2010lTPI2007 (Matrix) 1 Weight: 176 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purlins, T1:2x4 SP No.2,T2:2x6 SP M 26 except end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. WEBS 2x4 SP No.2*Except* WEBS 1 Row at midpt 3-13,4-12,6-11 W7:2x4 SP No.2D MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.2 Installation_guide. REACTIONS (Ib/size) 11=1296/0-2-8 (min.0-1-8), 1=1176/0-8-0 (min.0-1-8) Max Horz 1=629(LC 3) Max Upliftll=-1598(LC 3),1=-996(LC 3) Max Grav 11=1613(LC 6), 1=1515(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-6555/4106,2-3=-6500/4100,3-4=-4203/2573,4-5=-2007/1040,5-6=-1926/1046, 8-11=-395/790 BOT CHORD 1-16=-4634/6562,15-16=-4634/6562, 14-15=-4634/6562,14-17=-4634/6562, 13-17=-4634/6562, 13-18=-295914170,12-18=-2959/4170, 12-19=-1323/1971, 11-19=-1323/1971 WEBS 3-13=-2435/1705,4-13=-345/689,4-12=-2369/1763,6-12=-571/980,6-11=-2309/1559 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=29ft;Cat. II;Exp C;Encl., GCpi=0.18;C-C Exterior(2),Lumber DOL=1.60 plate grip DOL=1.60 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x4 MT20 unless otherwise indicated. 4)Plates checked for a plus or minus 0 degree rotation about its center. 6 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. h 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1598 Ib uplift at joint 11 and 996 Ib uplift r at joint 1. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 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 c . Job Truss Truss Type Ply RES:JURGBERGE/DE PASS (R.0) $452 H4 MONOPITCH TRUSS 2 1 Job Reference(option I -- - - — — DECO TRUSS COMPANY INC.,Prince--ton,FL 33032,MARIO ESPINEIRA Run:10.250 s 7.35 Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek Industries,Inc Wed Apr 30 13:54:t7 2014 Peg ID:6yl9HfajsYz407tdrj9Dp5zQSm7-rpUhsSZ5dJIYROxhNcaLkwS41 DeFye8eoaDnT9zLWoq 1-7-12 _ 7-6-14 _-- -.-13-6-0 _— -- - 19-5-2 - - 25-4-4 --- 26-3-12 27-7-8_ • 1-7-12 5-11-2 5-11-2 5-11-2 5-11-2 0-11-8 1-312 Scale=1:44.4 2.50 12 2x4 7 8 6 _ W8' 4 '�.- v 3 o Tk 2 T7=- WS ui 3x8 i 1 17 =` W2 W3 /_ _ 15 = _ W B2 _J11 019 18 21 12 22 11 23 10 24 14 16 20 9 5x10 MT20H WB- 3x6� 13 4x6 I i 1x4 11 1-7.12 1-3-12 .--. 7-6-14 13-6-0 19-5-2 25-4-4 _ 1-3-120-40 5-11-2 5-11-2 ____-5-11-2 --�.._- 5-11-2__ Plate Offsets(X,Y): 1:0-0-8,2-1-5],[1:0-5-10,Edge] [8:0-1-11,0-1-8]_- _ _ __. _ LOADING(psf) SPACING 2-0-0 T CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.81 Vert(LL) 0.40 11-13 >759 360 MT20 244/190 TCDL 75.0 LumberIncrease 1.33 BC 0.48 Vert(TL) -0.54 11-13 >562 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 I (Matrix-M) Weight:131 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-2 oc purlins, BOT CHORD 2x4 SP M 31 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEDGE WEBS 1 Row at mid pt 3-10,5-9 Left:2x4 SP No.2 ; MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer __Installation guide. REACTIONS (Ib/size) 9=1322/0-2-8 (min.0-1-8), 1=1254/0-8-0 (min.0-1-8) Max Horz 1=626(LC 3) Max Uplift 9=-1 531(LC 3),1=-1069(LC 3) Max Grav 9=1 627(LC 6),1=1615(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 15-17=-1474/988,2-17=-4246/2728,2-3=-3253/2014,3-4=-1685/915,4-5=-7639/925, 6-9=-481/730 BOT CHORD 16-20=-1437/1654,18-20=-1437/1654,18-21=-3174/4223,13-21=-3174/4223, 12-13=-3174/4223, 12-22=-3174/4223, 11-22=-3174/4223,11-23=-2360/3226, 10-23=-2360/3226,10-24=-1154/1649,9-24=-1154/1649 WEBS 2-11=-1032/843,3-11=-184/429,3-10=-1749/1337,5-10=-510/869,5-9=-1997/1431, 15-16=-839/619, 17-18=-265/302, 16-17=-1524/911, 15-18=-975/1332 F :^1 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=29ft;Cat. Il;Exp C;Encl., A^$ GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 r"", V 2)All plates are MT20 plates unless otherwise indicated. ' -, 3)All plates are 3x4 MT20 unless otherwise indicated. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. -+ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1531 Ib uplift at joint 9 and 1069 Ib uplift at joint 1. w 7)This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. r " LOAD CASE(S)Standard y -- ---"-- Qty Ply RES:JURGBERGE/DE PASS (R.C.) ',.Job ,Truss 18452 K1 SPECIAL TRUSS 1,3 1 Job Reference(optional)___ DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:10 250 s 7.35 Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 13:54:17 2014 Pag I D:6yi 9HfaisYz4O7tdrj9Dp5zQ Sm7-rpU hsSZSdJ IYROxh NcaLkwSC9DXRybzeoa DnT9zLWoq 1-7-12 6-0-15 12-1-13 18-2-12 1-7-12 6-0-15 6-045 6-0-15 Scale=1:32.5 2.50'12 2x4 5 7x8 14 T2 - 4 3x4 'r? INS c 3 ,- 4 13 11 / --- - 2 _ W -W2 _ a 12 16 96 17 7 18 6 10 154x4 5x6 WB- 3x6= 3x4- 6-0-1512-1-13 18-2-12 — — 6-0-15 - -�-- 6-0-15 6.0.15 Plate Offsets(X,Y)Tf2:0-3-11,Ed e, 4:Q 3_12,0-4-8],[8_:0 3 0 0-0-41 _ — LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.29 Vert(LL) 0.17 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.92 Vert(TL) -0.38 7-9 >573 240 BCLL 0.0Rep Stress Incr YES WB 0.87 Horz TL 0.07 6 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) - Weight:103 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins, BOT CHORD 2x4 SP No.213 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. _ _____ J REACTIONS (Ib/size) 2=988/0-8-0 (min.0-1-8),6=853/0-2-8 (min.0-1-8) Max Horz 2=375(LC 3) Max Uplift2=-800(LC 3),6=-622(LC 3) Max Grav 2=1200(LC 6),6=1121(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-11=-1112/221, 11-13=-3131/1235,3-13=-3125/1246,3-4=-1844/773,5-6=-256/241 BOT CHORD 10-15=-368/992,12-15=-368/992, 12-16=-1460/3106,9-16=-1460/3106,8-9=-1460/3106, 8-17=-1460/3106,7-17=-1460/3106,7-18=-927/1858,6-18=-927/1858 WEBS 3-9=0/289,3-7=-1307/552,4-7=-66/450,4-6=-2007/1000,2-10=-798/657, 11-12=-296/245,10-11=-740/301,2-12=-438/875 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mphCI ;TCDL=S.Opsf;BCDL=S.Opsf;h=29ft;Cat.II;Exp C;Encl., — GCpi=0.18;C-C Exterior(2)-1-7-12 to 1-4-4,Interior(1)1-4-4 to 15-1-0,Exterior(2)15-1-0 to 18-1-0;Lumber DOL=1.60 plate grip #' DOL=1.60 h� 2)Plates checked for a plus or minus 0 degree rotation about its center. o ` 3)Provide mechanical connection(by others)of truss to bearing plate atjoint(s)6. 4)Provide mechanical connection b others of truss to bearing late capable of withstanding 800 Ib uplift at joint 2 and 622 Ib uplift at ( y ) 9 P P r^a joint 6. and at all panel points along 5)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels r t") the Bottom Chord,nonconcurrent with any other live loads. =' with fixed heels"Member end fixity model was used in the analysis and design of this truss. ` 6 "Semi-rigid itchbreaks Y 9 P LOAD CASE(S)Standard 4.; R .,1 z rr; Truss– muss yep — -- — — Zlty _Py� RES:JURGBERGE!DDE PASS (R.0 j 8452 K2 SPECIAL TRUSS 1 1 I Job Reference_Lo tional�— ._ _ DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run 10 250 s 7.35 Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 13:54:17 2014 Peg I D:6yl9HfajsYz4O7tdrj9 Dp5zQSm7-rpU hsSZ5dJIYROxh Nca LkwS5jDWmyZreoaDnT9zLWoq 12-1-13 18-2-12 _ -1-7-12 --6_0-15 — —— — — 6-0-15 1.7=12 6-0-15 6-0-15 Scale=1:32.5 2.50 12 2x4 7 I 3x4 -- 4x6 T3 5 6 _ - \\ W5 r� 5x12 I! 3 4x4 _T2- 5 W3 \\ cv 2_'T1 1� —_—_WW2---- 13 ,� 17 — —62 -- 20 21 18 16 19 11 10 9 8 12 14 3x4= 5x6 WB= 3x6= 3x4 3x4= 6-0-15 18-2-12— — 12-1-13 — -- Plate Offsets LX,Y� �— -- — — __ 6-0 15 6 0-15— _ 6-0-15 -- -- ):X2:0-6-6,0-0�"j2 0 1 2,Edge]L2:0-0 0 0-1_2] 3 4 2-1,0-1-�,j3:2 7-15,0-1 2] LO-1-12,0-1_8] [10 -0 -04L LOADING(psf) I SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.76 Vert(LL) 0.45 9-11 >480 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.96 Vert(TL) -0.59 9-11 >366 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.08 8 n/a n/a Weight:108 Ib FT=0% BCDL 10.0 iI Code FRC2010ITP12007 (Matrix-M) LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purlins, BOT CHORD 2x4 SP No.21)*Except* except end verticals. 132:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing- WEBS 2x4 SP No.2 WEBS 1 Row at midpt 5-8 -IMiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installationuig de. REACTIONS (Ib/size) 8=835/0-2-8 (min.0-1-8),2=1007/0-8-0 (min.0-1-8) Max Horz 2=414(LC 3) Max Uplift8=-797(LC 3),2=-1054(LC 3) Max Grav 8=1095(LC 6),2=1225(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 13-15=-3712/2303,3-15=-3424/2131,3-4=-3655/2285,4-5=-2183/1388 BOT CHORD 14-18=-2569/3707,16-18=-2569/3707, 16-19=-2569/3707,11-19=-2569/3707, 10-11=-2569/3707, 10-20=-2569/3707,9-20=-2569/3707,9-21=-1575/2181, 8-21=-1575/2181 WEBS 4-9=-1546/1007,5-9=-126/452,5-8=-2308/1670,13-14=-960/676,13-17=-720/905, 14-17=-921/733 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=29ft;Cat.11;Exp C;Encl., GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Plate(s)at joint(s)6,7,8,2,2,2,4,9,5,3 and 3 checked for a plus or minus 0 degree rotation about its center. 3)Plate(s)at joint(s)10 checked for a plus or minus 3 degree rotation about its center. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 797 Ib uplift at joint 8 and 1054 Ib uplift at joint 2. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 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 - ---- -ER - Job Truss T uss Type Ory Ply RESIDENCE:JURGBRG/DE PASS 8452 !K3 SPECIAL TRUSS 14 1 ID:6 —1 LJob Reference{optonal_ _ DECO TRUSS COMPANY INC., FL 33032 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu May 01 10:35:34 2014 Page 1 yl9HfajsYz4O7tdrj9Dp5zO Sm7-J nl Wo4JctbwM W Bvdyha7mt?vyjc9CDkKPMFW a_zKvX7 -1-7-12 6-0-15 _ -- 12-1-13_ 1.8-2-12 1-7-12 6-0 6 -15 6-0-15 -0-15 Scale:3/8"=1' 2.50 12 2x4 5 n. 7x8 T2 4 I i 3x4 r WWdd 3 _ f"1 V4. TJ W6 ' 2 -� - 61 -- - _ W2 — --- 4)F'1 — - 2 -- — - �' k 12 14 g 8 15 7 16 10 138 5x6= - 5x6 WB=== 3x6 3x4 -- 6-0-15 - --- 12_1-13 18-2-12 _ 6-0-15 _ __.6-0-15 _ 6-0-15____ Plate Offsets X,Y. (2:0-0-3 EdgeLL4 0-3-12,0-4 8]18:0-3-0,0-"]__ ---.-- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 I Plates Increase 1.33 TC 0.40 Vert(LL) 0.23 7-9 >936 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 i BC 0.92 Vert(TL) -0.38 7-9 >573 240 Rep BCLL 0.0 Re Stress Incr YES WB 0.87 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FRC20101TPI2007 (Matrix-M) Weight:103 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11 6 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed duringWss erection,to accordance with Stabilizer Inslallationguide, REACTIONS (Ib/size) 2=988/0-8-0 (min.0-1-8),6=853/0-2-8 (min.0-1-8) Max Horz2=464(LC 3) Max Uplift2=-1 024(LC 3),6=-826(LC 3) Max Grav2=1200(LC 6),6=1121(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-11=-1112/486,3-11=-3131/1974,3-4=-1844/1175,5-6=-256/251 BOT CHORD 10-13=-646/992,12-13=-646/992,12-14=-2248/3106,9-14=-2248/3106,8-9=-2248/3106,8-15=-2248/3106,7-15=-2248/3106,7-16=-1366/1858, 6-16=1366/1858 WEBS 3-9=0/289,3-7=-1307/915,4-7=-152/450,4-6=-2007/1478,2-10=-7981794,11-12=-296/336,10-11=-740/459,2-12=-661/875 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=29f1;Cat.It:Exp C;Encl.,GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1024 Ib uplift at joint 2 and 826 Ib uplift at joint 6. 5)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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 v.;3,u Engii'i-Ts W 108 r5. r1r� « 33176 '3,-15-253-2428 -2 Fax X053�-4r 4 sier==, Em illeering L ieense No. 369211 Job- - --- -----Truss--------- -- Truss ypl e Ply RES:JURGBERGE/DE PASS (R C.)- - --- - -' '.8452 KG6 Flat Truss 1 q J.Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA 7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 13:5331 2014 Page I D:6y 19HfajsYz4O7td rj9Dp5zQ Sm7-Byjl CjOFSBy4wJQ rhylYtDYD4hq HAITtDQ4 LsgzLWpY 3-6-6 7-2-8 10-10-10 14-5-0 3-6-6 3-8-2 3-8-2 3-6-6 Scale=1:25.8 Tr i�rlk7�h /Aen � ,1 ' 3x6 4x6 1 4x10= 1 5x8-= 11 12 2 46 13 3 14 15 16 4 17 18 5 T1, !W1 ' W1 ' W3' W W3 /W4 W3 /WS I I n I B1- X 19 20 9 21 8 22 23 24 7 6x8= 25 6 10 6x6 I 3x10- 3x10 MT20H I i 5x10 MT20H1' 3-6-6 _ _ 7-2-8 10-10-10 14-5-0 3-6-6 3-8-2 3-8-2 3-6-6 Plate Offsets_(X Y) [1:0-4-0,0-2-121 3:0-3-8,0-1-X,_[5:0-4-12,0-2-4],[6:0-5-0 0-2-01x_0-3-8,0-3-8L[9:0-3-4,0_2-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.78 Vert(LL) 0.18 8 >914 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.94 Vert(TL) -0.26 8 >656 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix-M) Weight:317 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals- WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 9-4-14 oc bracing. W1:2x6 SP No.2,W5:2x4 SP No.2D REACTIONS (Ib/size) 10=8587/0-2-8 (req.0-3-15),6=9160/0-2-8 (req.0-4-3) Max Uplift 10=-7323(LC 3),6=-7883(LC 3) Max Grav 10=9939(LC 2),6=10603(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-9141/6682, 1-11=-12209/8761, 11-12=-12209/8761,2-12=-12209/8761,2-13=-17738/12291,3-13=-17738/12291, 3-14=-17738/12291, 14-15=-17738/12291, 15-16=-17738112291,4-16=-17738/12291,4-17=-12374/8923, 17-18=-12374/8923,5-18=-12374/8923,5-6=-9078/6651 BOT CHORD 10-19=-420/540, 19-20=-420/540,9-20=-420/540,9-21=-8761/12209,8-21=-8761/12209,8-22=-8923/12374, 22-23=-8923/12374,23-24=-8923/12374,7-24=-8923/12374,7-25=-346/444,6-25=-346/444 WEBS 1-9=-10122/14163,2-9=-6297/4440,2-8=-4149/6498,3-8=-4533/2893,4-8=-3958/6304,4-7=-6427/4534, 5-7=-10410/14479 NOTES 1)3-ply truss to be connected together with 1 Od(0.131'x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-4-0 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(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �r 3)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=S.Opsf;BCDL=S.Opsf;h=29ft;Cat.11;Exp C;Encl., GCpi=0.18;C-C Exterior(2)0-2-12 to 3-2-12, Interior(1)3-2-12 to 11-2-4,Exterior(2)11-2-4 to 14-2-4;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)Plates checked for a plus or minus 0 degree rotation about its center. , r 7)WARNING:Required bearing size at joint(s)10,6 greater than input bearing size. 8 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 Ib uplift at joint(s)except t-Ib ( Y ) 9P P 9 P 1 O P G- ) w 10=7323,6=7883. %)7 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along ? the Bottom Chord,nonconcurrent with any other live loads. t 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. l j 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1425 Ib down and 1307 Ib up ^; a' j at 1-6-8,1425 Ib down and 1307 Ib up at 3-6-8, 1805 Ib down and 1257 Ib up at 5-6-8,1805 Ib down and 1257 Ib up at 7-6-8, a a ? 1805 Ib down and 1257 Ib up at 8-4-8,1425 Ib down and 1307 Ib up at 10-4-8,and 1425 Ib down and 1307 Ib up at 12-4-8,and 264 Ib down and 117 Ib up at 14-2-4 on top chord,and 968 Ib down and 846 Ib up at 1-5-12,968 Ib down and 846 Ib up at 3-5-12, 968 lb down and 642 Ib up at 5-5-12,968 Ib down and 642 Ib up at 7-5-12,968 Ib down and 642 Ib up at 8-5-4,968 Ib down and 846 Ib up at 10-5-4,and 968 Ib down and 846 Ib up at 12-5-4,and 966 Ib down and 7971b up at 14-2-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) - -- Continued on page 2 JobTruss Truss 1 e -——"— -- RES:JURGBERGE/DE PASS (R.C.) +8452 KG6 Flat Truss 1 50 optional DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA 7.3Reference _ 350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 13:53:31 2014 Page ID:6y19HfajsYz4O7t j9Dp5zQSm7-Byjl CjOFSBy4wJQrhylYtDYD4hgHAITtDQ4LsgzLWpY LOAD CASE(S) 1)Regular:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert: 1-5=-75,6-10=-20 Concentrated Loads(lb) Vert:6=-835 9=-833 2=-1234(F)8=-833 5=-127 11=-1234(F)13=-1563(F) 14=-1563(F)15=-1563(F)16=-1234(F)18=-1234(F)19=-833 21=-833 22=-833 24=-833 25=-833 2)Regular Only:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert: 1-5=-90,6-10=-20 Concentrated Loads(lb) Vert:6=-966 9=-968 2=-1425(F)8=-968 5=-148 11=-1425(F)13=-1805(F)14=-1805(F)15=-1805(F)16=-1425(F)18=-1425(F)19=-968 21=-968 22=-968 24=-968 25=-968 3)C-C Wind:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert: 1-12=99, 12-17=75,5-17=99,6-10=-10 Concentrated Loads(lb) Vert:6=797 9=836 2=1171(F)8=632 5=117 11=1147(F)13=1121(F)14=1121(F)15=1121(F)16=1171(F)18=1147(F)19=836 21=632 22=632 24=836 25=836 4)C-C Wind Positive:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert: 1-5=-61,6-10=-20 Concentrated Loads(lb) Vert:6=797 9=846 2=1307(F)8=642 5=117 11=1307(F)13=1257(F)14=1257(F)15=1257(F)16=1307(F)18=1307(F)19=846 21=642 22=642 24=846 25=846 5)Live Only:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert: 1-5=-30,6-10=-20 Concentrated Loads(lb) Vert:6=440 9=430 2=-661(F)8=430 5=-64 11=-661(F)13=-835(F)14=-835(F)15=-835(F)16=-661(F)18=-661(F)19=430 21=-430 22=-43024=-430 25=-430 6)C-C Wind Positive+Regular:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert: 1-5=-98,6-10=-20 Concentrated Loads(lb) Vert:6=553 9=595 2=918(F)8=442 5=81 11=918(F)13=864(F)14=864(F)15=864(F)16=918(F)18=918(F)19=595 21=442 22=442 24=595 25=595 7)1st Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert: 1-5=-30,6-10=-20 Concentrated Loads(lb) Vert:6=-640 9=-630 2=-861(F)8=-6305=-264 11=-861(F)13=-1035(F)14=-1035(F)15=-1035(F)16=-861(F)18=-861(F)19=-630 20=-200 21=-630 22=-630 24=-630 25=-630 8)2nd Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert: 1-5=-30,6-10=-20 Concentrated Loads(Ib) Vert:6=-640 9=-630 2=-861(F)8=-630 5=-264 11=-861(F)13=-1035(F)14=-1035(F)15=-1035(F)16=-861(F)18=-861(F)19=-630 21=-830 22=-630 24=-630 25=-630 9)3rd Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert: 1-5=-30,6-10=-20 Concentrated Loads(lb) Vert:6=-640 9=-630 2=-861(F)8=-630 5=-264 11=-861(F)13=-1035(F)14=-1035(F)15=-1035(F)16=-861(F)18=-861(F)19=-630 21=-630 22=-630 23=-200 24=-630 25=-630 10)4th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert: 1-5=-30,6-10=-20 Concentrated Loads(lb) Vert:6=-640 9=-630 2=-861(F)8=-630 5=-264 11=-861(F)13=-1035(F)14=-1035(F)15=-1035(F)16=-861(F)18=-861(F) 19=-630 21=-630 22=-630 24=-630 25=-830 11)5th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert: 1-5=-30,6-10=-20 Concentrated Loads(lb) Vert: 10=-200 6=-640 9=-630 2=-861(F)8=-630 5=-264 11=-861(F)13=-1035(F)14=-1035(F)15=-1035(F)16=-861(F) 18=-861(F)19=-630 21=-630 22=-630 24=-630 25=-630 12)6th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 z Uniform Loads(plf) Vert: 1-5=-30,6-10=-20 ''4 Concentrated Loads(lb) Vert:6=-640 9=-830 2=-861(F)8=-630 5=-264 11=-861(F)13=-1035(F)14=-1035(F)15=-1035(F)16=-861(F)18=-861(F) 19=-630 21=-630 22=-630 24=-630 25=-630 h c r 13)7th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) ,�> Vert: 1-5=-30,6-10=-20 �? Concentrated Loads(lb) Vert:6=-640 9=-630 2=-861(F)8=-830 5=-264 11=-861(F)13=-1035(F)14=-1035(F)15=-1035(F)16=-861(F)18=-861(F) f a 19=-630 21=-630 22=-630 24=-630 25=-630 4 +. 14)8th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 ' a Uniform Loads(plf) ct1 i :1� (71 ,a Vert: 1-5=-30,6-10=-20 a as C— Concentrated Loads(Ib) c ; a Vert:6=-640 9=-630 2=-861(F)8=-630 7=-200 5=-264 11=-861(F)13=-1035(F)14=-1035(F)15=-1035(F)16=-861(F) 18=-861(F)19=-630 21=-630 22=-630 24=-630 25=-630 15)9th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert: 1-5=-30,6-10=-20 nj �+ Continued on page 3 -- ----- -- ---- Job Truss i Truss Type Qty PFyRES:-JURGBERGE/DE PASS-(R.--C.)-- 8452 KG6 Flat Truss 1 3 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA 7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 13:53:31 2014 Page I D:6yl9 HfajsYz4O7tdrj9 Dp5zQSm7-Byj I Cj0 FSBy4wJ Q rhylYtDYD4hq HAITtDQ4LsgzLW pY LOAD CASE(S) Concentrated Loads(Ib) Vert:6=-840 9=-630 2=-861(F)8=-630 5=-264 11=-861(F)13=-1035(F)14=-1035(F)15=-1035(F) 16=-861(F)18=-861(F)19=-630 21=-630 22=-630 24=-630 25=-630 Fl r -- ---- __-_- ---- -_--" - - Qt - PI RESIDENCE JURGBERG/DE PASS Job Truss ITrussType -- '. Y Y 0023. 8452 L1 SPECIAL TRUSS '',6 1 Job Reference(optional) _- - Run 7 350 s Sep 27 2012 Prink 7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 14:31:28 2014 Page 1 DECOTRUSS COMPANY INC,Princeton.FL 33032 ID:6yl9HfajsYz4O7tdrj9Dp5zQSm7-PuknTW NYEcCNbim8HBM2xeMRBYyW Blj 1 pA9KHLzLWFz 1-3-12 0-8-8 4-6-0 _ 9-11-9 12-3-0 _ 16-0-8. __ ,16-9 0 -18-0712 - - --- ----- --- ----.. ___ . ' 1-3-12 0-8-8 3-9-8 5-5-9 2-3-7 3-9-8 0-8-8 1-3-12 Scale:3/8"=1' 5x6 2.50 12 4 3x4 22 5 23 3x6 _ W4 _ _ 24 191x4 g _ T2 to W5 W2 6 7 1x4 T7 N 0 o i6 21 _ W3 64 �4- 18 0 - kt2I_- 6x10 30 B3 31 33 2d m 8 -26 5x6 32 9 0 B1 B2 29 3Y 6 2 4`' r_ 15 25 28 5x6 2x4 3x6 27 12 2x4 2.50[12 16-9-0 0-10-6 0-88 4-6-0 -.. 9-11-9 12-3-0 - 15-10-8 _. _ 16-0-8 �._'-----..-- -__._.- --. ;_._ --_-_. - - -- -2 3.7 _.. -.._. -3-7 8. 2=0 i 0-8-8 3-7-8 5-5-g Plate Offset�,Y)_3.0-2-12,0-1-8],[10.0-5-0,.0-14--01 - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.41 Vert(LL) 0.18 10 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.97 Vert(TL) -0.71 9 >284 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) Weight:113 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins. BOT CHORD 2x6 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B1,B4:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.2 during truss erection,in accordance with Stabilizer Installation guide - REACTIONS (Ib/size) 2=969/0-8-0 (min.0-1-8),6=971/0-8-0 (min.0-1-8) Max Horz2=51(LC 3) Max Uplift2=-781(LC 3),6=-817(LC 3) Max Grav2=1183(LC 6),6=1186(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-16=-1807/683,16-21=-3058/1449,3-21=-3046/1455,3-22=-3524/1924,4-22=-3481/1930,4-5=-3492/1949,5-23=-2905/1469, 23-24=-2919/1467,19-24=-2939/1464,6-19=-1897/798 BOT CHORD 15-25=-543/1458,17-25=-543/1458,17-26=-1375/2999,11-26=-1377/2996,11-29=-1410/3048,10-29=-1400/3057,10-30=-1359/2892, B-30=-1361/2883,8-33=-1331/2650,20-33=-1329/2852,20-34=-614/1528,18-34=-614/1528 WEBS 3-11=-606/456,3-10=-380/446,4-10=-393/971,5-10=-448/587,5-8=-526/424,2-15=-950/671,2-17=-229/439,6-18=-975/712,6-20=-162/332 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=29ft;Cat.11;Exp C;Encl.,GCpi=0.18;C-C Exterior(2)-1-3-12 to 1-84,Interior(1)1-84 to 6-11-9,Exterior(2)6-11-9 to 9-11-9,Interior(1)12-11-9 to 15-0-12;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 781 Ib uplift at joint 2 and 817 Ib uplift at joint 6. 5)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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 q p.. YY.s T' f L T `�'` e t .`t _ _ _ --Truss- Truss Type - Oty Ply RESIDENCE JURGBERG/DE PASS '.Job -- -- 0024 8452 1_2 SPECIAL TRUSS 6 1 Job Reference(optional) - -- - - - Run:7.350 s Sep 27 2012 Print.7.350 s Sep 27 2012 MiTek Industries,Inc Wed Apr 30 14:31:28 2014 Pagel DECO TRUSS COMPANY INC,Princeton,FL 33032 ID:6yl9HfajsYz407tdrj9Dp5zQSm7-PuknTWNYEcCNbim8HBM2xeMQBYyWBmy1 pA9KHLzLWFz -1-3-12 0-8-8 4 6-0 __ 9-11-9 _ - _ 12-3-0 _ 16-0-8 .16-9-0. -18-0_12-_, -- _ . _ .- _ L__ _ --- — ---- - P-3-� -3-9-8 _0-6 8 1-3-12 13-12 0-8-8 3-9-8 5-5-9 Scale:3/8"=1' 5x6 2.5012 4 3x4 5 3x6 W4 191x4 3 T2 1x4 ',', -10 W5 W2 6 7 6 T1 _ W3 - ._- _ B4 30 18 0 �' 16 0 W2 26 B3 N _ W1 " ,', 25 6x10 8 29 20 ..3x6_ o QI ~� 81 B2 27 2 r y kdtf7 22 5x6 28 15 21 2x4 3 x6 24 5x6 23 12 2x4 2.50'1112 16-9-0 0-10-8 0-8-8.�. .. 4-6 0 9-11-9 12-3-0 1 15-10-8 _. 16-Q- _ _.._ _._..._ -._-.. ....__ _-__ _.-_ 2 3 7 3-7-8 0-2`0 0.8-8 3.7.8 5-5-9 az-o _0-8-8._ __.._-_.. _._.. ._.. --— _ Place offseis(�__Ls az 1za�-a],11o:0-5-o.o-a o] SPACING 2-0-0 LOADING(psf) CSI DEFL n (loc) I/deft L/0 PLATES GRIP T II TCLL 30.0 Plates Increase 1.33 TC 0.48 Vert(LL) 0.20 10-11 >982 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.97 Vert(TL) -0.71 9 >284 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TQ 0.06 6 n/a n/a Weight:113 Ib FT=0 BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) LBRACING UMBER TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc purlins. BOT CHORD 2x6 SP No.2`Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B1,B4:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.2 during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=969/0-8-0 (min.0-1-8),6=971/0-8-0 (min.0-1-8) Max Horz2=72(LC 3) Max Uplift2=-917(LC 3),6=-918(LC 3) Max Grav2=1183(LC 6),6=1186(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-16=-1807/932,3-16=-3058/1861,3-4=-3524/2267,4-5=-3492/2289,5-19=-2939/1749,6-19=-1897/995 BOT CHORD 15-21=-755/1458,17-21=-755/1458,17-22=-1788/2999,11-22=-1789/2996,11-25=-1831/3048,10-25=-1821/3057,10-26=-1630/2892, 8-26=-1633/2883,8-29=-1598/2850,20-29=-1596/2852,20-30=-773/1528,18-30=-773/1528 WEBS 3-11=-606/565,3-10=-287/446,4-10=-516/971,5-10=-504/587,5-8=-526/488,2-15=-9501778,2-17=-290/439,6-18=-975/794,6-20=-188/332 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=29ft;Cat.11;Exp C;Encl.,GCpi=0.18;C-C Extenor(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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 917 Ib uplift at joint 2 and 918 Ib uplift at joint 6. 5)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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 } rte a > -7 4 T v.1 .N47 ,- __ _ __ -- ------ --- -- --- - - - iqjy .ply RESIDENCE.JURGBERG/DE PASS 0025 ',Truss Type blob . 8452 Mt MONOPITCH TRUSS 3 1 Job Reference(optional) ------ - - - - Run 7.350s Sep 27 2012 Print 7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 1431:28 2014 Page 1 DECO TRUSS COMPANY INC.,Princeton,FL 33032 ID:6y19HfajsYz407tdrj9Dp5zOSm7-PuknTWNYEcCNbim8HBM2xeMTkY7nBoT1 pA9KHLzLWFz 1-5-120-8-8 4-1-8 4-4-8, 1-5-1 0-8-8- - 3-5-0 0-3-0 Scale=1:13.8 3 4 2.50'12 2x4 3x10 r 2 T1 W1 W3 I,N a, 7 8 Bt W2 0 i L_ B2 6 2x4 3x4 0-8-8 4-1-8 Plate Offsets X._U2 0 7 8A_-0_, - -- - - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.31 Vert(LL) 0.00 6 >999 360 MT20 244/190 TCLL 30.0 Plates Increase 1.33 Vert(TL) -0.03 5-6 >999 240 TCDL 15.0 Lumber Increase 1.33 BC 0.32 Horz(TL) -0.00 5 n/a n/a -M) BCLL 0.0 Rep Stress Incr YES WB Weight:28 Ib FT=0% BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) LUMBER BRACING TOP CHORD Structural wood sheathing dire 9 TOP CHORD 2x6 SP No.2 6-0-0 oc bracing. directly applied or 4-1-8 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 installed BOT CHORD Rigid ceiling directly applied or WEBS 2x4 SP No.2*Except* MiTek recommends that Stabilizers and required cross bracing be W1:2x6 SP No.2 during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 5=115/0-2-8 (min.0-1-8),7=387/0-8-0 (min.0-1-8) Max Horz7=193(LC 3) Max Uplift5=-158(LC 3),7=-678(LC 3) Max Grav5=265(LC 9),7=458(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD 2-7=-428/697 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf,h=29ft,Cat.II:Exp C:Encl.,GCpi=0.18:C-C Exterior(2),Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 158 Ib uplift at joint 5 and 678 Ib uplift at joint 7. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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 -- — -- -- - - - Qty Ply -RESIDENCE:JURGBERG/DE PASS :Job _.- -_ --. -_- -Truss - - Truss Type.. 0026 M2 'MONOPITCHTRUSS - --Run:7.350 s1 1 18452 _ ,Job ReferenceOptionalL - _ -------- - - ---- - Sep 27 2012 Print 7 350 s Sep 27 2012 MiTek Industries,Inc. Wed Apr 30 14:31:29 2014 Page 1 DECO TRUSS COMPANY INC. -—"—"----- Princeton,FL 33032 150 s Sep 2012 rintj Dp5zOSm7-u419hsOA�wKEDs5.inc UrveiyU?wFmA2quupnzLWFy 1.5.12 0-8-8 1-10-0 -_ 4-1-8 4-8. -- — - 2 3-8- - 0-3-0 1-5-12 0-8-8 1-1-8 Scale=1:13.8 4 5 2.50 12 2x4 2x4 4x12 3 2 W4 N a W-119 10 61 W2 W3 0 o I _ B2 6 8 2x4 7 2x4 3x4 0-8-8 1-10-0 4-1-8 _ 6-8-8 1-1-8 --2-3-8 Plate Offsets(X YJ:_[2 0 5 8 0-2.10] — - - LOADING(psf) SPACING 2-0 0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.30 MT20 244/190 Vert(LL) 0.00 7 360 TCLL 30.0 Plates increase 1.33 Vert(TL) 0.01 6-7 >999 240 TCDL 15.0 Lumber Increase 1.33 BC 019 ) BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 6 n/a n/a Weight 27 Ib FT=0% BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) ----- LBRACING UMBER TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2'Except' during MiTek hu s erectioncommends,in accoat rdance with Stabilizer Installation nstablaUon gu de stalled WI:2x6 SP No.2 - REACTIONS (Ib/size) 6=128/0-2-8 (min.0-1-8),2=397/0-8-0 (min.0-1-8),7=-23/0-8-0 (min.0-1-8) Max Horz2=193(LC 3) Max Uplift6=-217(LC 3),2=-848(LC 3),7=-37(LC 2) Max Grav6=262(LC 11),2=476(LC 2),7=253(LC 4) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph,TCDL=5.Opsf;BCDL=5.Opsf;h=29ft;Cat.Il;Exp C.Encl.,GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1. 60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 217 Ib uplift at joint 6,848 Ib uplift at joint 2 and 37 Ib uplift at joint 7. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pilchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard � ai— Job --- - -- - - `Truss Truss Type Qty Ply RESIDENCE:JURGBERG/DE PASS 0027 MONOPITCH TRUSS 3 1 8452 M3 _ Job Reference(optional) - --L-_—- "----- --� Run:7.350 s Sep 27 2012 PnnC 7.350 s Sep 27 2012 MiTek Industries,Inc Wed Apr 30 14:3129 2014 Pagel DECO TRUSS COMPANY INC ,Princeton,FL 33032 ID:6y19Hfa1sYz407tdrj9Dp5zQSm7-u419hsOA?wKEDsLKMHUrveUySOwFlA2quupnzLWFy -1-5-12 _- 0-8-84-1-8 4-4-8 - --- 0-3-0 -__- _ O 1-5-12 0-8-8 3_5. Scale=1:13.8 3 4 2.50 12 2x4 3x10 T1 1 � W3 N .W1 al 7 8 B1 W2 I BZ 5 , 6 2x4 1 3x4 I, 0.8.8 4-1-8 -- 0-8-8 _ - g_8.0 - _ - Plate Offsets(X,Y-.12--Q1-810-0-4L - - ---- —, — —— DEFL in (loc) I/deft L/d PLATES GRIP LOADING(psf) SPACING 2-0-0 CSI >ggg 360 MT20 244/190 TCLL 30.0 I Plates Increase 1.33 TC 0.31 Vert(LL) 0.00 6 TCDL 15.0 Lumber Increase 1.33 BC 0.32 Vert(TL) 0.03 5-6 >999 240 BCLL 0.0 I Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 5 n/a n/a Weight:281b FT=0 BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) ----- - - - - LUMBER BRACIN TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2*Except* Mitek recommends that Stabilizers and required cross bracing be installed WI:2x6 SP No.2 iduring truss erection,in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 5=115/0-2-8 (min.0-1-8),7=387/0-8-0 (min.0-1-8) Max Horz7=193(LC 3) Max Uplift5=-158(LC 3),7=-678(LC 3) Max Grav5=265(LC 9).7=458(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD 2-7=-428/697 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.0psf;BCDL=5.Opsf;h=29ft;Cat.11;Exp C;Encl.,GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL= . 60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 158 Ib uplift at joint 5 and 678 Ib uplift at joint 7. 6)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7)"Semi-rigid pilchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 33176 05—2 9�/—a..a. J- t I;:r� r STANDARD LATERAL WEB BRACING 2x4 LATERAL BRACE TRUSSES ® 24" O.C. TYP, PER TRUSS DESIGN WITH 2-10d NAILS PER WEB FOR FORCES UP TO 4600 lbs. FORCES IN EXCESS OF 4600 lbs. REQUIRES 2x6 #3 OR BETTER. NOTE: PROVIDE X—BRACING AT 20'-0" INTERVALS FOR WEB FORCES UP TO 2509 lbs. AND AT 10'-0" FOR FORCE GREATER THAN 2509 lbs. END OF BRACING MEM. SHALL BE CONNECTED A FIXED LATERAL BRACING DETAIL RIGID POINT OR X—BRACED AS NOTED I ON THIS DETAIL. ALT. LATERAL BRACING DETAIL 10d ® 6" 0.C. TYP. TRUSSES © 24" T—BRACE SAME SIZE AND GRADE AS WEB. O.C. TYP. WEB (2x6 MAX.) &10d E WITH ® 6" WEB SECTION DETAIL NOTE: BRACE MUST BE 80% THE LENGTH OF THE WEB. THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. MINIMUM GRADE OF LUMBER TPI-2007 OD Mahmoud Zolfoghori T.0......SEE STRUCTURAL SHEET. 13901 S.W. 108 Ave. Revised: Miami, FL. 33176 B.0......SEE STRUCTURAL SHEET. 7/7/94 =Eli 305-253-2428 WEBS...SEE STRUCTURAL SHEET. 03/2012 DO P.E. No. 36921 LOADINGPLF STR. INCR.: 33% (�— L. D. DRAWN BY: G .H..L � ��5 /�� I T.C. 30 15 CHECKED BY: J.A.I. l l B.C' 0 10 SPACING: 24 INCH O/C. REP. STRESS: YES MITek Industries Inc. Approved for MITek Industries Inc. ......... ....... . . Hanger Approval Submittals DECO .............._..................................... ................................................................................. TRUSS COMPANY, INC. Trusses & Building Materials 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305)257-1910 Fax: (305)257-1911 www.decotruss.com Hanqer Approvals for Truss to Truss Connections Attached to this package are the approvals for the following Hangers/Straps. Hanger / Strap State of Florida or Miami-Dade County I.D. Number Approval Number THD Series FL 13285 THDH Series FL 821 GTWS2T, GTWS3T,GTWS4T FL 6223 HTW16 Twist Straps FL 820-R2 SKH26 L/R Miami-Dade Approval Number 11-0510.01 ^USP ' STRUCTURAL CON"cTGRti A MIT.k C...... Materials: See chart Finish: G90 galvanizing Options: See Specialty Options Chart. Rough/Full sizes available. THD hangers with widths greater than 3"can have one flange inverted with no load reduction. Specify right (A)or left (L). Codes: ESR-1781, FL9835, FL13285, Dade County, FL 06-0921.05, L.A. City RR 25843 Typical THD210 installation Installation: • Use all specified fasteners. See Product Notes, page 11. 0 0 s Some model designs H y may vary from N illustration shown n 0 applicationsSee EWP THD28 s Dimensions Fastener Schedule2'' Allowable Loads(Lbs.) s lHeader Truss DF-LISP Joist USP Steel floor Roof Uplift Code Truss Size Stock No. Ref.No. Gauge yy H D pe Qty Type 100% 115% 125% 160% Ref. -T-6-8 1 THD26 HTU26 16 ( 1-518 i 5-1116 i 3 4 18 } 16d 4 12 f 10d x 1-1/2 2485 1 2855 3060 1 2170 2x8-10 THD28 HTU28 1 16 1-518 ; 7 i 3 ` 28 1 16d 16(10d x 1-1/2 3865 3966 i 3965 "( 2330 2 x 10-12 THD210 HTU210 ( 16 1-5/8 ? 9 3 i 38 ) 16d 20_=10d x 1-1/2 1 5075 5115 5115 € 3095 -(2)2 x6-8 THD26-2 HHUS26-2,HTU26-2 r 14 i 3-7116 j 5-3/8 3 116 16d 12 i 10d i 2540 2920 3175 2285 I F1'8 (2)278-10--[- THD28-2 ' HHUS28-2,HTU28-2 i 14 °3-7116 1 7-118 3 f 28 16d 16( 10d 3950 4540 4935 2595 F30, (2)2 x 10-12 3 THD210-2 i HHUS210-2,HTU210-2 1 14 `3-7,16 9-1/8 1 3 138 i 16d 20 10d 5360 6160 6700 ` 3810 I D2 4x6-8 i THD46 t HHUS46 14 ; 3-7' E-'-- i±5-5±/16 j 3 1 18 116d t 12 1 10d 2540 2920 3175 t 2285—� R5 4 x 8-10 THD48 HHUS48 € 14 1 3-5/8 7-1116 3 128 16d 16 10d 3950 4540 s 4935 2595 �� 4 x 10-12�THD410_ HHUS410 14 13-516 9-1116 1 3 138 i 16d¢ 20 1lod 5360 6160 .-00 3810 4 x 12-14 THD412 -- 14 1 3-5!8 ( 11 ` 3 1 48 i 16d ( 20 10d 6770 1 7045 7045 3810 =4x 14-16 THD414 -- 14 1 3-518 i 12-7/8 1 3 1 58 € 16d i 20 1 10d 7045 7045 7045 3810 j 5,F30,RS (3)2 x 10-12 (THD210-3 HHUS210 3 12 5 18 ? 9 3 i 38 j 16d ( 20 10d i 5660 ! 6510 f 7045 3850 i 5;F18,F30,D2,R5 6 x 10-12 i THD610 HHUS5.50/10 1 12 r 5-1/2 ; 9 I 3 i 38 16d ` 20) tOd L. �; 5660 # 6510 i 7080 3410 5,F18, 6 x 12-14 j THD612 -- 12 ) 5112 1� t 3 48 16d ( 20 10d 7150 s 8225 i 8415 1 4065 1 F10,F30,D2,R5 6 x 14-16 I.THD614 -- 12 5 1(Z ; 12-7(8 ' 3 58 16d 1 20 1 10d 6415 8415 8415 4065 5,F30,R5 7 x 9-114-14 THD7210 HHUS7.25/10 12 7-114 9 3 i 38 j 16d € 20= 10d 5660 6510 i 7080 1 3410 5,F18,F30,D2,R5 1)Uplift loads have been increased 60%for wind or seismic loads;no further increase shall be permitted. 2)10d x 1-1/2 nails are 9 Gauge(0.148"diameter)by 1-112"long. 3)Minimum nail penetration is 1-5i8-for 16d nails. Specialty Options Chart—refer to Specialty Options pages 194 to 195 for additional details. Option Skewed'' Sloped Seae' Sloped1SkewedInverted Flange Not available in widths<3". 3 Range 1'to 45' 1 l0 45' '.See Sloped Seat and Skewed � Widths>3 can have one flange inverted. 3 100%of table load. Allowable 85°/of table load 65%of table load 65%of table load 65%of table Toad when Loads nailing into the support j members end grain. Add SK.angle required. Add SL,slope required, ? Add 1fFpne flange, Ordering and right(R)or left(L), and up(U)or down(D). -See Sloped Seat and Skewed right(R)and left(L), to product number. to product number. Ex.THD410-SK45RSL30D ` to product number. Ex.THD410-SK45R Ex.THD410-SL30D Ex.THD41011FR 1)Skewed hangers with skews greater than 15`may have all joist nailing on outside flange. 2)Sloped or sloped/skewed hangers with slopes greater than 15°may have additional joist nails. 3)All sloped,skewed,or combinations require bevel cut or scare cut on joist in all applications. • 0 1-800-325-5934•www.USPconnectors.com _ HANGERSuss - "Susi CONNECTORS' A M1ek'CO1p1ny Materials: 12 gauge r Finish: G90 galvanizing Options: See Specialty Options Chart. -1881, FL821, FL9835, Codes: ESR Dade County, FL 06-0921.05 'i!'(' Drivejoi5t nails into header at 30° to 45°to achieve listed 10,965. Typical THDHdouble Installation: shear installation • Use all specified fasteners. See Product j�21/2„ Notes, page 11. • Joist nails must be driven in at a 30° to 45° angle through the joist or truss into the header to H j achieve listed loads. Standard length "double `I shear" nails must be used to achieve listed load values. �W'y� THDH Typical THDH26 2 installation Dimensions Fastener Schedule"' Allowable Loads(Lbs.) Head11 er Truss DF-L I SP S-P-F Floor Roof uplift Floor Roof Uplift Code Joist USP Ref. Truss Size Stock No. Ref.No. W H D Qty Type Qty Type 100% 115% 125% 1340 3370 3880 125% 160% 2x6-8 THDH26 HGUS26 1-518 5-7/16 5 20 166 8 166 3915 4505 4895 2340 3370 3880 4200 1965 6,F15,F18,D2,R13 0 2x8-10 THDH28 HGUS28 1-51B 7-3116 5 36 t6d 12 166 6770 7395 7395 4370 5830 6210 6210 3670 6,F15,F18,D2,R13 2x10-12 THDH210 -- 1-518 9-3116 5 46 16d 16 i6d 8725 9580 9600 5400 6835 7385 7750 4535 6,F15,R13 2-11116 x 9-114-14 THDH27925 HGUS2.75/10 2-314 9-118 4 46 16d 12 166 8260 8260 6260 3490 6935 6935 6935 2930 6,F15,F18,D2,R13 2-11116 x 11-1A-16 THDH27112 HGUS2.75/12 2-314 10-718 4 56 16d 14 t6d 9845 9845 9845 5225 7655 8135 8270 4390 6,F15,R13 _ 2-11116 x 14-16 11-101-12 14 HGUS2.75114 2-314 12-114 4 66 166 16 t6d 9845 9845 9845 6810 8110 8270 8270 5835 6,F15,R13 3-114 x 9-112 THDH3210 HGUS3.25/10 3-3116 9-318 4 46 i6d 12 166 8260 8260 8260 3490 6935 6935 6935 2930 6,F15,F18,D2,R13 3-1/4 x 10-5/8 THDIi3212 HGUS3.25112 3-3116 10-518 4 56 166 14 t6d 9845 9845 9845 5960 8270 8270 8270 5105 6,F15,R13 (2)2 x 6-8 THDH26-2 HGUS26-2 3-7116 5-318 4 20 166 8 i6d 3915 4505 4795 2235 3370 3880 4030 1880 6,F18,F15,D2,R13 (2)2 x 8-10 THDH28-2 HGUS28-2 3-7116 7-118 4 36 166 10 16d 6535 7515 8025 2665 5635 6480 6740 2240 6,F15,R13 (2)2 x 10-12 THDH210-2 HGUS210-2 3 7116 9 118 4 46 166 12 166 8260 8260 8260 3490 6935 6935 6 6,F18,F15,D2,R13 935 2930 4x6-8 THDH46 HGUS46 3-9116 5-318 4 20 166 6 i6d 3915 4505 4895 2605 3370 3880 4215 267: 6,F18,615,D2,R13 4x8-10 THDH48 HGUS48 3-9116 7-118 4 36 t6d 10 i6d 6535 7515 7835 3185 5635 6480 6580 2675 6,R13 4 x 10-12 THDH410 HGUS410 3-9116 9-118 4 46 t6d 12 166 8260 9010 9010 3970 7120 7570 7570 3335 6,F18,F15,D2,R13 4 x 12-14 I MUH410 HGUS412 3-9116 10-112 4 56 166 14 t6d 9845 9845 9845 5225 8270 8270 8270 4390 6,F15,R13 4 x 14-16 THDH414 HGUS414 3 9116 13 116 4 66 t6d 16 166 9845 9845 9845 6810 8270 8270 8270 5835 6,F15,R13 (3)2 x 6-8 THDH26-3 HGUS26-3 5-116 5-7116 4 20 166 8 166 3915 4505 4795 2235 3370 3880 4030 1880 6,F18,F15,D2,R13 12 (3)2x10102 THDH210-3 HGUS280 3 5-118 93116 4 46 t6d 16 166 8725 9855 9855 4 65 7520 82075 8275 3835 6 61F15'F18,RR33 (3)2 x 12-14 THOH212-3 HGUS212.3 51/8 11-3116 4 56 t6d 20 166 9935 9935 9935 5180 8345 8345 8345 4355 6,F15,R13 (3)2 x 14-16 THDH214-3 HG14-3 5-118 13-3/16 4 66 16d 22 16d 11645 11645 11645 5795 9780 9780 9780 4865 6,F15,R13 HGUS5.25110, 5-112 9 4 46 166 1 16 166 8725 9855 9855 4565 7520 8275 8275 3835 6,R13 6x 10-12 THDH610 HGUS5.50110 HGUS5.25/12, 5-1 2 11 4 561 166 20 16d 9935 9935 9935 5180 8345 8345 8345 4355 6,R13 6x12-14 THOH612 HGUS5.50/12 6x 14-16 THDH614 HGUS5.50114 5.112 13 4 66 166 22 166 11645 11645 11645 5795 9780 9780 9780 4865 6,F118, HGUS210-4, 6-718 8-13/16 4 46 16d 12 t6d 6260 82fi0 8260 3490 6935 6935 6935 2930 D2,R13 6-314 x 9-14-112 THDH6710 HGUS6.88110 HGUS212-4, 6-7/8 10-13116 4 56 16d14 166 9845 9845 9845 5225 8270 8270 8270 4390 6,R13 6 314 x 11-18 THDH6712 HGUS6.88/12 HGUS214-4, 6-718 12-13/16 4 66 16d 16 t6d 9845 9a45 9845 6810 8270 8270 8270 5835 6,R13 6-314x13-20112 THDH6714 HGUS6.88/14 7-114 x 9-1/4-14 THDH7210 HGUS7.25110 7-114 9 4 46 166 12 t6d 8260 9010 9010 3970 7120 7570 7570 3335 6,FiB,D2,R13 7-114 x 11-114,16 THDH7212 HGUS7.25/12 7-114 10-1/2 4 56 166 14 166 9845 9845 9845 5225 8270 8270 8270 4390 6,R13 7-114 x 14-18 THUM 1214 HGUS7.25/14 17-114 12-114 4 66 166 16 166 9845 9845 9845 6810 8270 8270 8270 5835 6 R13 1)Uplift loads have been increased 60%for wind or seismic loads;no further increase shall be permitted. Some model deslgrls,may Vary.. 2)Joist nails need to be toe nailed at a 30°to 45'angle to achieve allowable loads shown. from Illustration shown 3)Minimum nail penetration shall be 1-518"for 16d nails. Specialty Options Chart-refer to Specialty Options pages 194 to 195 for additional details. Option Skewed''' Sloped Seat"' Sloped I Skewed""' 2 1/2" Range 1°to 45° 1'to 45' See Sloped Se at and Skewed Paioeddimple allow5 T Allowable 85%of table allowable load. 52%of table allowable load. 30°to 45°na i Imo I T 85/of table allowable load 50%of table uplift load. i Loads 50%of table uplift load. �\ H Add SK,angle required, Add SL,slope required, See Slo ed Seat and Skewed. and right(R)or left(L), and up(U)or down(D), P a Ordering to product number. to product number. Ex.THDH410-SK45RSL30D Ex.THDH410-SK45R Ex.THDH410-SL30D W 1)Skewed THDH hangers with skews greater than 15°always have all joist nailing on one side of the outside flange. THDH26-2 2)Sloped or sloped I skewed hangers with slopes greater than 15°may have additional joist nails. 3)All sloped,skewed,or combinations require bevel cut on joist in all applications. Inverted flange option is not available for THDH models. • 1-800-328-5934•www.USPconnectors.com USP2173-111 HIGH UPLIFT GIRDER - - USP STRUCTURAL CONNECTORS' The GTWS series girder-to-girder hangers feature high uplift capacities along with high gravity load ratings. Materials: 10 gauge Finish: G90 galvanizing Codes: FL6223 •.; .I, i' Installation •Use all specified fasteners. See Product Notes, page 11. 1e" •WS Wood Screws are included with hangers where specified. •GTWS2T shall be installed to a minimum 2x4 vertical member of a girder truss with no restriction on the size of the bottom chord. Typical GTWS • GTWS3T shall be installed to a minimum 2x6 vertical member of a installation girder truss with no restriction on the size of the bottom chord. 5" �W1 • GTWS4T shall be installed to a minimum 2x8 vertical member of a Ngirder truss with no restriction on the size of the bottom chord. GTWS3T 0 0 N L ii Dimensions Fastener Schedule 2.3.4 Allowable Loads(Lbs.) 16„ 0 O Supporting Truss Supported Truss DF-LISP USP Steel Uplift' Code Wood Wood No.of Stock No. Ref.No. Gauge yy H D Qty Screws Qty Screws Plys 100% 115% 125% Ref. GTWS2T -- 10 3-1141 16 4 22 1 WS3 16 WS3 2PIy 8720 10030 1 10900 1 8435 GTWS3T -- 10 4-718 16 5 28 1 WS3 24 WS3 2PIy 11100 12470 1 12470 1 12490 F26 4" WS3 2 PI 11100 12470 12470 12490 W1 �/T GTWS4T -- 10 6-112 16 5 26 WS3 24 y 1)Uplift loads have been increased 60%for wind or seismic loads;no further increase shall be permitted. 2)WS3 wood screws require a minimum 3"wood penetration. GTWS2T 3)WS3 wood screws are 1/4'x 3"long and are included with the GTWS hangers. 4)WS3 wood screws may be installed in bath vertical and horizontal members. New products or updated product information are designated inbold font SCISSOR — resistance b securin trusses to to plates. The STC provides upliftP P „ P PY 9 1/ t5 Slotted Hall holes allow for horizontal movement as scissor trusses deflect. 1 4 510 Materials: 12 gauge ' l Finish: G90 galvanizing W2 R Codes: ESR-1465, FL817 Installation: •Use all specified fasteners. See Product Notes, page 11. w, •When installing, do not fully set nails. �� Typical STC • Locate nails into the center of slots to allow for horizontal movement. STC installation DimensionsFastener Schedule' Allowable Loads(Lbs.) Truss Plate DF-L 1 SP S-P-F USP Steel Ft Uplift' F1 I Uplift' Code Stock No. Ref.No. Gauge Description W1 W2 Qty Type Qty Type 160% 160% 160% 1 160% Ref. STC24 TC24 12 2 x 4 top plate 1 3-9116 1 1-518 1 5 1 10d x 1-112 6 10d x 1-1/2 330 810 275 I 680 11 STC26 TC26 12 ,2 x 6 top plate 5-1/2 1-518 5 10d x 1-112 6 1 10d x 1-112 I 330 ) 810 275 680 F12 STC28 I TC28 12 2 x 8 top plate 1 7-114 1-5/8 5 10d x 1-112 16 I 10d x 1-1/2 ( 330 ( 810 I 275 680 1)Uplift loads have been increased 60%for wind or seismic loads;no further increase shall be permitted. 2)10d x 1-1/2 nails are 9 gauge(0.148"diameter)by 1-1/2"long. 1-800-328-5934•www.USPconnecfors.com USP2173-101 TWIST STRAPS HTW,: . _ USP /C STRUCTURAL U CCNNKTORS' ® A MR k'Comp>ny Dimensions Fastener Allowable Loads(Lbs.)' Schedule'',"'6 DF-L I SP S-P-F USP Steel Uplift Uplift Code Stock No! Ref.No. Gauge W L L1 L2 Qty Type 160% 160% Ref. 12 10d x 1-112 775 650 8,F14,R9 LTW12 =LTS12 f 18 1-1/4 12 4-112 4-112 12 10d _ - 12 10d x 1-112 775 650 8,F14,R9 LTW16 LTSi6 18 1-114 16 6-112 6 112 12 tOd x 12 10d x 1-112 775 650 i 8,F14,R9 LTW18 LTS18 18 1114 'i 18 7-112 7-112 12 10d 12 10d x 1-112 � ( _ 775 650 _ 8,F14,R9 20 18 1-114 s 20 8-1(2 8-112 LT1N20 LTS 12 tOd e MTS12 8,14 i 10d x 1-1t2 F14,R9 ° MTW12 t 16 1 1-114 1 12 4-112 4-112 14 tOd 1195 1005 ) TS12,TS9 1 ci 14 10d X 1-1/2 1195 9 c 1005 8,F14 R _ U MTW16 MTS16 16 1-114 v 16 6112 6112 14 ,� ... ...."."" "v` 1q 2�tOd x 1-112 M-RN MTS18 16 1 114 t 18 7-112 7-112 1195 1005 8,F14,R9 TS18 14 ) 10d _ 2 _ _ _ 6 j - LFTA6 H6 16 2 114 19-118 8-318 ) 6-112 ', 16 1 8d Sri 112 1210 1015 8,F14 R9 14 { 10d x 1-112 1195 1005 8,F14,R9 S MTW20 ;MTS20 16 1 114 20 a 8-112 8-112 14 10d 1� _ ' 14 ( 10d x 1-112 1195 1005 8,F14,R9 a MTWL C NITS24C 16 1-114 24 ( 10-7116 10-7116 14 ? _ 10d a ( _ __.� 14 10d x 1-112 ! 1005 8,F14,R9 U MTW28C " i 16 1-114 28 12-7116 1 12-7116 ,---to- 10d � 1195 14 10d x 1-1111195 1005 _ 8,F14,R9 MTW30 s MTS30 16 1-1/4 30 8-5116 18-9116 y 14 _10d__ 1 14 10d x 1-112 1195 1005 8,F14,R9 MTW30C MTS30C F 16 1-1/4 f 30 13-7116 { 13-7/16 4 14 s 10d � 16 € 10d x 1-112 1260 1060 8,F14,R9 HTJd16 HTS16 14 1-114 16 5118 5-118 1 16 t 10d -HTS20, 1 j -118 7-1,8 24 tOd x 1-112 HTdd20 14 1-114 20 7 1530 j 1285 8,F14,R9 TS22 20� 10d - _-- -. 24 10d x 1-112 1530 1285 E 8,F14,R9 HT W24 1 HTS24 ? 14 1-114 j 24 I 9-118 9-118 i 20 1 tOd __ 9 24 10d 1530 ' 1285 8,F14,R9 H-P*28 HTS28 14 1-114 28 11-118 11-118 E_ 20 10d 3 24 i 10d x 1-112 1 i HTW30 HTS30 ' 14 i 1-114 30 7 17"114 20 10d 1530 i 1285 8,F14,R9 10d-x1-112 i 1285 t 8,F14,R9 HTW30C HTS30C 14 I 1-114 30 12-118 12-118 20 ' 10d 1530 ; 1)Allowable loads have been increased 60%for wind or seismic loads;no further increase shall be permitted. 2)Minimum nail embedment shall be 1-5116"for 8d nails and 1-112"for 10d nails. 3)16d sinker nails may be substituted for 10d common nails with no reduction in load. 4)For 1-112"lumber,use 0.84 of table load for 10d nails and 0.77 for 16d nails. 5)10d x 1-1;2 nails are 9 gauge(0.148"diameter)by 1-112"long. 8d x 1-112 nails are 11 gauge(0.131"diameter)by 1-112"long. ; 6)Fasteners shall be distributed equally on each end of the connection. 7)C after the model number designates center twist as in MTW30C. L1 8)LFTA6,F1 is 700 lbs and F2 is 90 lbs.To achieve F1 lateral loads,three nails must be installed on each side on the strap located closest to the bend line.Lateral F1 and F2 load directions do not apply to roof truss-to-top plate installations. y L2 is Typical MTW30 MTW30C installation 1-800-328-5934•www.USPconnectors.com USP2173-111 a SKH SKEWED HANGER ALLOWABLE LOADS DIMENSIONS inches) FASTENER SCHEDULE' SP ALLOWABLE LOADS lbs' STOCK STEEL Header Joist Download' Upflftz NUMBER GAGE ;;wL1,41 D TyeCD=1.0�T -m.. QOd16 1'! 6 �j 6 tOdxt-1/2 895 1030 1120 For SI:1 inch=25.4 mm,1 psi=6.89 kPa,1 Ibf=4.45 N o 'R 'A iow-1/T common nails is 1'/2 inches long and 0.148 inches in diameter \ �� The 16d Common nail is 0.162 inches in diameter by 3'/2 inches long. I o Loads have teen increased as shown in accordance with code. --- ---� 15%and 25%for snow and construction loads. No"her increase is permitted. H o / 60%for wind or seismic loading. No further increase is permitted. 5 / e 'The lumber species is Southern Pine ® ' © i \� SKH26R INSTALLATION a p \\ DRIVE NAILS AT ANGLE \ W� SKH26R INSTALLATION �r TOP VIEW JL JOIST HANGER ALLOWABLE LOADS SKH FASTENER SCHEDULE' ALLOWABLE LOADS(lbs)' STOCK STEEL DIMENSIONS(inches) Header Joist Download' Uplifi'a NUMBER GAGE W H D QtY TYPa QtY Tye CD=1.0 Cp=1.15 CD=1.25 CD=1.6 1'/ 4 1nH Common 2 10dx1'/ 490 565 615 NIA JL24 20 19/ 3 JL26 20 19/ 4'I 1'/ 6 10d Common 4 10dx1'/ 740 S50 925 700 JL26 20 1s/ eL I 1'/ 10 1 10dCommon 6 10dx1'/ 1230 1415 1515 940 � �� JL210 20 13/ a'/ 1'/ 14 10d Common 8 10dx1'/ 1720 198D 2070 1170 For Si: 1 inch=25.4 mm,1 Ibf=4.45 N,1 Psi=6.89 kPa. 'A 10d Common nail is 3 inches long and 0.145 inches in diameter NOA No. 11-0510.01 A i 0dx1'/z nail is 1112 inches long and 0.148 inches in diameter 'Loads have been increased as shown in axordance with code. EX�IYattoll nate' Rhine 04,2016 M-M 1'itr�gL't 15%and 25%for snow and construction loads. No further increase is permitted. ® Approval nate' J111y 21,2011 60%for wind or seismic loading. No further increase is permitted. m 'The lumber species is Southern Pine m "Uplift loads for connectors listed as N/A had an uplift capacity less than the required 700 pounds. 0 UNITED STEEL PRODUCTS COMPA ® NY 9 _ 14305 SOUTHCROSS DRIVE-SUITE 200 H BURNSVILLE,MN 55306 PH:800328-5934 � m NAME: FACE MOUNT HANGERS SKH JL W D� 3•JZ�// DATE: STEVEN A.BREKKE 3/28/2011 PROFESSIONAL ENGINEER LICENSE NO.70432 SHEET. DRAWING NO.: JL _ 2 OF 2 MD-SKH-JL TYPICAL JL INSTALLATION ESpans • - . 1 may require complex permanent bracing. Please always consult - • - - • Design • 1 GENERAL NOTES NOTES GENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES Trusses are not marked in any way to identify the Los trusses no estan marcados de ninglin modo que RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES RESTRICCION YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X1 Y 4X2 frequency or location of temporary lateral restraint identifiquelafrecuenctaolocalizacionderestricc/onlateral 10' 3 m)or Diagonal bracing Repeat diagonal bracing and diagonal bracing.Fallow the recommendations g po DONT overload the crane. g, ) • 15'�4.6 m' 9 g. yarnostre diagonal tem rales.Use las recomendaciones � - � 1)Install ground bracing.2)Set first truss and attach securely to ground bracing.3 Set next 4 Refer to ,) every 15 truss spaces 30' for handling,installing and temporary restraining de manejo,instalacion,restriction y arriostre temporal de NO sobrecargue to grua. trusses with short member temporary lateral restraint(see below).4)Install top chord diagonal BCSI-B7***for more (9.1 m)max. and bracing of trusses.Refer to BSSI-Guide to los trusses.Vea el folleto ISI-Gula de Buena Pradica bracing(see below).5)Install web member plane diagonal bracing to stabilize the first five information. c 4 Good Practice for Handlin Installin Restraining para el Mane o.Instalacion,Restriction Arriostre de los � NEVER use banding to lift a bundle. trusses(see below).6 Install bottom chord temporary lateral restraint and diagonal bracing '^++ g 9" I y ) ) p ry g 9(see Vea el resumen SCSI-B7*** &Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con Plaoi de Mehl*** NUNCA use las ataduras para levantar un a vete. below).7)Repeat process with groups of four trusses until all trusses are set. *** P p q para mos information. I Trusses-for more detailed information. r i �� para nformacion mos detallada. 1)Instate los arriostres de tierra.2)Instate el primero truss y ate seguramente at arriostre de '�-- 0 A single lift point may be used for bundles of Truss Design Drawings may specify locations of Los dibujos de diseno de los trusses pueden especificar 'i tierra.3)Instate los proximos 4 trusses con restriction lateral temporal de miembro corto(vea permanent lateral restraint or reinforcement for las localizations de restriction lateral top chord pitch trusses up to 45'(13.7 m)and Apply diagonal brace to vertical--- s, ertical - p permanence o abajo).4)Instate el arriostre diagonal de la cuerda superior(vea abajo).S)Instate arriostre - J parallel chord trusses up t°30'(9.1 m). webs at end of cantilever and at individual truss members. Refer to the BCSI- refuerzo en los miembros individuates del truss. Vea la diagonal para los pianos de los miembros secundarios para estabilice los primeros cinco trusses B3***for more information.All other permanent hola resumen BCSI-B3***Para mos information. EI Use at least two lift points for bundles of top vea aba bearing locations. All lateral restraints WARNING Do not over load supporting ( )o).6)Instate la restriction lateral temporal y arriostre diagonal para la cuerda inferior chord pitch trusses up to 60'(18.3 m)and poral- lapped at least two trusses. bracing design is the responsibility of the building Testa de los disenos de arriostres permanentes son la ' structure with truss bundle. (vea abajo).7)Repita este procedimiento en grupos de cuatro trusses hasta que todos los designer. responsabilidad del disefiador del edificio. lel chord trusses up to 45'(13.7 m).Use at least trusses esten instalados. *Top chord temporary lateral restraint spacing shall be 10'(3 m)o.c.max.for 3x2 chords three lift points for bundles of top chord pitch iADVERTENCIA!No sobrecargue la and 15'(4.6 m)Ill for 4x2 chords. trusses>60'(183m)and parallel chord trusses estructura apoyada con el paquete de CM Refer to BCSI-B2***for more information. >45'(13.7m). trusses. Vea elrestimenBCSI-62***paramasinformacion. INSTALLING - INSTALACION -WARNING The consequences st improper Tolerances for Out-of-Plane. Max.Bow Truss handling,erecting,installing,restraining Puede usar un solo lugar de levantar para pa- � Place truss bundles in stable position. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES and bracing can result in a collapse of the quetes de trusses de la cuerda superior hasta 45' Length Puss a uetes de trusses en una RESTRICCION ARRIOSTRE PARA TODOS PLANOS DE TRUSSES Tolerancias para Fuera-de Plano. mom structure,or worse,serious personal injury y trusses de cuerdas paralelas de 30'o menus. estab e.q position � DI50 D ft. 3l4" 12.5' or death. Use por to menos dos puntos de levantar con 0 This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses �-Length-► Max.Bow ( ) 19 mm 3.8 m grupos de trusses de cuerda superior inclinada (PCTs).See top of next column for temporary restraint and bracing of PCTs. /_l 1/a" 1' 7/8" 14.6' iADVERTENCIA!EI resultado de un manejo, hasta 60'y trusses de cuerdas paralelas hasta levantamiento,instalacion,restriccion arnsotre Este metodo de restriction y arriostre es para todo trusses excepto trusses de cuerdas paralelas Max.Bow Length-> 6 mm 0.3 m 22 mm 4.5 m Y 45'Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada ( 112" 2' V, 167 incorrecto puede ser la caida de la estructura o . 1 TOP CHORD y CUERDA SUPERIOR de la columna para la restriccion arriostre temporal de PCTs. .) Max Bow „ ° ) 13 mm 0.6 m 25 mm 5.1 m 2 3rc?Ir`J Exercise care when removing > ® MECHANICAL HOISTING RECOMMENDATIONS FOR ) PCTs 3x2 4x2.Vea la parte superior p y p ,- :! Le .._._. j plumb 19/mm o.s m 2s mm 5 7 m aun peor hendos o muertos. u � -Length ► o. O S O SINGLE TRUSSES ° i line 4' 1!4" 20.8' banding and handling trusses to avoid lYtriti 9ppr1 damaging trusses and prevent Injury.Wear RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Dade*100 © Tolerances for ( 25 in t2 m 32 mm 6.3 m Out-of-Plumb. 1-1/4" 5' 1-3/8" 22.9' personal protective equipment for the eyes, Up to 30' I Using a single pick-point at the peak can damage the truss. 10'(3 m)D.C.max. D/50 max 32 mm 1.5 m 35 mm 7.0 m feet,hands and head when working with 9.1 m Tolerancias para trusses. - EI use de un solo lu ar en el ico para levantar puede 60'or less ( ) Fuera-de-Plomada. 1-1/2" 6' 1-1/2" 25.0' g P p p 30'(9.1 m)- 38 mm 1.8 m 38 mm 8' 2.4 m o.c.max. ICG d N Utilice cautela a/guitar las ataduras _ "" - hater dafio at truss. ( ) ( ) � 45' 13.7 m � 1-3/4" T 1-3/4" 29.2' o los pedazos de metal de sujetar para evitar dafio a / 45'(13.7 m)- CONSTRUCTION LOADING 45 mm 2.1 m 45 mm 8.9 m los trusses revenir la herida personal. Leve - � 6'(1.8 m)D.C.max. CARGA DE CONSTRUCCI6N 2" s8' 2" -33.3' Y P P 60' 18.3 m el a ui o rotechvo personal para o os, les, _ f Approx vz---� ( ) 51 mm z2.4 m 51 mm 10.1 m q P P P P I p A truss len th � DO NOT manos cabeza cuando traba a con trusses. ' j tic !%Use 94.Iii 4 Utilice Tagline g 60'(18.3 m)- 4'(1.2 m o.c.max. proceed with construction until all lateral Y 1 TRUSSES UP, S 30'(9.1 m) g0' 24.4 m * ) restraint and bracing is securely and properly in place. special care in cuidado especial en TRusses HAsrA 3o PIES ( ) windy weather or dias ventosos o cerca I NO proceda con/a construction hasta que todas las restric- near ower lines de cables electricos o *Consult a Registered Design Professional for trusses longer than 60 (18.3 m). P Attach clones laterales y las arriostres ascan colocados en forma Material Height and uertos.orfs. de aero air Locate spreader bar 10'(3 m) *Consults a un Professional Regfstrado de Disen"o para trusses mos p p reader ar above or stiffback o.c.max de 60 pies. j dp(Op/add y Segura. Gypsum Board 12"(305 mm) Toe-in roe-in mid-height 0 ***for TCTLR options. ,- - (S) DO NOT exceed maximum stack heights.Refer to BCSI-64*** Vea el BC57-82***para las opciones de TCTLR.See BCSI-B2 -� �- ' for more information. Plywood or OSB 16"(406 mm) _ Spreader bar /! Imo- spreader bar v2 m y NO exceda las a/turas maximas de monton.Vea el resumen Asphalt Shingles 2 bundles for truss Tagline Y TR RUSSES HASTA 6o1PIE5) f- Spreader bar 2/3to _� Refer to BCSI-B3***for BCS-84***pdfd md5/nfOfmdC/On. Concrete 8'-(203 mm) 2/3 truss length 1 HANDLING - Tagline Gable End Frame restraint/bracing/ o 3/4 truss len ��y�""•..,,uu TRUSSES UP TO AND OVER 60'(18.3 m) reinforcement information. _ ; I � '4 - _ Clay Tle In 3-4 tiles high �a�� - -- f- TRUSSES HASTA Y 508RE 60 PIES Para information sabre restriccion/ ; TCTLR \ '- __ _-_ .::-4 e a MANEJO arriostre/refuerzo para Armazones I i p g 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint * O O Hastiales vea el resumen BCSI-B is installed and the truss is fastened to the bearing points. i � NEVER stack materials near a 10"or>� peak, u pica,an,Centro cantilevers a overhangs. Avoid lateral bending. Note:Ground bracing not shown for clarity. NUNCAa fie los matena/es cerca de un pica,a centro de/a/uz,en Evite la flexion lateral. Use proper rig- Use equipo apropiado Sostenga coda truss en position con equipo de grua hasta que la restriccion lateral temporal de la Truss attachment p p ging and hoisting para levantar e cuerda superior este instalado y el truss esta asegurado en los soportes. 0 Repeat diagonal braces for each set o1`4 trusses. required at support(s) cantilevers o aleros. •�The contractor is responsible for equipment. improvisar. Repita los arrisotres diagonales para tarda grupo de 4 trusses. Section A-A (S) DO NOT overload small groups or single trusses. properly receiving,unloading and storing INSTALLATION OF SINGLE TRUSSES BY HAND 2)WEB MEMBER PLANE-PLANO DE LOS MIEMBROSSECUNDARIOS NO sobrecargue pequen"os grupos o trusses individua/es. the trusses at the jobsite.Unload trusses to RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES smooth surface to prevent damage. POR LA MANO IBM LATERAL RESTRAINT&DIAGONAL BRACING ARE 0 Place loads over as many trusses as possible. re ibir descaatistat lien a aces sabilidad de '-- 'x�t; Pos[�on loads over loadr nts[raises tomo sea posibl"T,- `} recibir descargar yalmacenaradecuadamente Trusses 20 0 Trusses 30' VERY IMPORTANT -� IDS trusses en la obra.Descargue los trusses en `\ I i' Diagonal bearing p ps. 9 1 m or r ILA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL Coloque las cargos sabre las parades soportantes. / ' la tierra lisp aro revenir el dafio. p SON MUY IMPORTANTES. a k near peak. quarterp o�is t gLR splice reinforcement ALTERATIONS-ALTERACIONES (6.1 m)or ( ) ass,support ass,support p p I,,. g Truss Member *s* -... ! . �^'.^ brawn "1 So orte Refer t0 - Truss bracing t shown for clarity I �I' So orte de i - I W cerca at plc - -- os cuartos '' BCS 1-B5. t- i �� B BS c . - .--- Vea e/resumen BCSI-85*** in it f 2x CLR no aril. Trusses u to 20' _ los trussesp de tramp los E Trusses up to 30' -0. Web members � de 20 pies o trusses de 30 ,p- Trusses hasta20pees P ) p � � � � DO NOT cut,alter,or drill any structural member of a truss unless a ADO NOT bundles NO al acme los meno. 6.1 m pies o menos. Trusses hasta 30 pies �i�pp specifically permitted by the truss design drawing. )t x NO carte,altere o perfore ningun miembro estructura/de un truss, 'y �, :1Y upright. trusses5uelt°5. TEMPORARY RESTRAINT & BRACING A a menos qua este especificamente permitido en e/dibulo del disen"o 0 Trusses may be unloaded directly on the ground del truss. at the time of delivery or stored temporarily in RESTRICCION Y ARRIOSTRE TEMPORAL Chords Minimum 2'2x Scab block B°ttDm }''� contact with the ground after delivery.If trusses centered over splice.Attach [=Trusses that have been overloaded during construction or altered without the Truss Man- are to be stored for more than one week,place *** Diagonal braces to CLR with minimum 8-16d ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. blocking of sufficient height beneath the stack Refer to BCSI-B2 for more information. Top Chard Temporary every 10 truss spaces (0.135x3.5")nails each side of trusses at 8'(2.4 m)to 10'(3 m)on-center Vea el resumen BCSI-B2*** Lateral Restraint 20' 6.1 m max. of splice or as specified by the Trusses qua se hon sobrecargado durante/a construction o hon sido alterados sin la autor- para mos information. . ( ) (o c)• (TCTLR) 10'(3 m)-15'(4.6 m)max. Building Designer izacion previa del Fabricante de Trusses,pueden hater nulo y sin efecto/a gararl limitada del Los trusses pueden ser descargados directamente 0 Locate ground braces for first truss directly in line 2x4 min. Same spacing as bottom Note:Some chord and web membersSECTION A-A Fabricante de Trusses. en el suelo en ague)momenta de entrega o with all rows of top chord temporary lateral restraint ` chord lateral restraint not shown for clarity. almacenados temporalmente en contacto con el .• � """.;.w,.. table in the next column). ) /!; > ,;" ' "'Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance. sueto despues de entrega.St los trusses estaran a ' g guardados para mos de una semana,Conga - Coloque los arriostres de tierra para el primer Later3 BOTTOM CHORD HORDs-2 4ERDAorINFERIOR k Truss '�, To view a non-printing PDF of this document,visit sbandustry.com/bl. bloqueando de altura sufiaente detras de la pita truss directamente en tinea con coda una de las <.. .' ., Member NOTE:The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator(f app)cable)are DO NOT store on NO almacene en tierra fi/as de restriccion lateral tem Brace first greater lapped over two trusses professionals swithome the capability to undertake he work they have agreed to do on any given project.if.T contractor believes c needs de las trusses a 8 hasta 10 pies en centro(o.c.). poral de la cuerda =90° �<, ^� .;^- � assistance in some aspect of the construction project,it should seek assistance from a competent party.The methods and procedures uneven ground. desigual. superior(vea la tabla en la proxima columna). truss or CLR splice reinforce- Note:Some chord outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. For trusses stored for more than one week,cover securely mens. �. y 4 - and Web membE'.r5 These recommendetons for handling,installing,restraining and bracing trusses are based upon the collective experience of leading bundles to protect from the environment. * "- DO NOT walk on unbraced trusses. before Bottom / not shown for Personnel involved with truss design,manufacture and installation,but must,due to the nature of responsibilities involved,be presented e only as a GUIDE for use by a qualified buildingdesigner or contractor It is not intended that these recommendations be interpreted as Para trusses uardados or mos de una semana, erection of chords clad superior to the building designer's design specification for handling,-n Whing,restraining and bracing trusses and it does not preclude the 9 P NO Gamine en trusses sueltos. �- ' _ clarity. Cl/brd/Os pdquetes para proteger/°s del dmblente. - additional "' ` - use of other equivalent methods for restraining/bracing and providing stability for the walls,columns,floors,roofs and all the interrelated • -_ ^ structural building components as determined the contractor.Thus,SBCA and TPI express) disclaim any responsibility for damages W W Y Refer t0 BCSI***for more detailed information ,T.,. Ir'tt ' 5 - / n,or reliance on the recommendations and information contained herein. DO NOT stand on truss overhangs until tfUS6e5. arising from the use,application, �*. - Structural Sheathing has been applied to pertaining to handling and jobsite storage of the truss and overhangs. trusses. Diagonal braces every 10 ISM NO se pare en voladizos cerchas hasta truss spaces 20'(6.1 m)max. Vea el folleto BCSI***para information mos decal- Q Revestimfento estructural ha sido aplicado ' WOOOInitsMuM•l TRUSS PLATE INSTITUTE lada sobre el manejo y almacenado de los trusses a la armadura y voladizos. 10'(3 m)-15'(4.6 m)max. 6300 Enterprise Lane•Madison,WI 53719 218 N.Lee St.,Ste.312•Alexandria,VA 22314 en area de trabajo. 608/274-4849•sbcindustry.com 703/683-1010•tpinstorg i • + 4 5 ► rr CE t _ Miami Shores Village w o 3 20% Building Department BY: 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel: (305)795.2204 Fax: (305)756.8972 INSPECTION'S PHONE NUMBER: (305)762.4949 FBC 20 BUILDING Permit No. o l PERMIT APPLICATION Master Permit No. /� c" Permit Type: BUILDING ROOFING JOB ADDRESS: City: Miami Shores County: Miami Dade Zip: 7 J Folio/Parcel#: Is the Building Historically Designated: Yes NO Flood Zone: OWNER:N me(Fee Simple Titleholder): Phone#: Address: � AI �r City: State: Zip: Tenant/Lessee Name: Phone#: Email: CONTRAC OR:Company Name: Z�A�/x ALZ),Ip,)6_' Phone#:y0t;7' 51D 7 b Address: d '6 City: State: Zip: Qualifier Name: Phone#: State Certification or Registrati n#: GGG Os-�?VZU Certificat of Competency#: Contact Phone#: Email Add ss: DESIGNER:Archi ct/Enginee . /')D Phone#: of Work for this Permit:$"` S uare/Linear Foota of Work: .r► •,,,.,,s,,, FLeof Work: ❑Addition ';♦ eration ew '"" ``i ®lam /Replace ❑Demolition iption of Work: N' s Color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ fo Z l -00 TOTAL FEE NOW DUE$ Lr) 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 ELECTRICAU WORK, PLUMBING, SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and 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 brochurewill 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 �� Signature Owner or Ag _S1___ Contractor The foregoing instrument was acknowledged before is The foregoing insl ent was acknowledged or e this 0*2 day of ,20 by day of 20_,by who is persszuzino me or who has produced who is pe onally kno to me or who has produced Ad As identification and who did take an oath. as identification who did take an oath. NOTARY PUB NOTARY PU IC: Sign: Sign:MAKIIN Print: `O4r �: Notary Public•State of Florida Print: o No ry �,u, Sate of Flor •i 23.201111 My Comm.Expires May 23,2016 y u ,m. ues ay My Commission Expires: rl �;r Commission#F EE 173842 My Commissi •.0� Commiss,�n k rF 101023 Bonded Through National Not Assn. APPROVED BY Plans Examiner Zoning 'm 6,11,d V Structural Review Clerk (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) 1 VWmANAM BUILD DIFFERENTLY 1- k 4 M4 �Y. Q00778 9350 NE 12 Ave. COITY Miami, F1 COPY Apartment Area LL=40PSF DL=72PSF TL=112PSF SLAB=3° SHOP DRAWING REVIEW ® NO EXCEPTIONS TAKEN O MAKE CORRECTIONS INDICATED DATE: 2 O AMEND AND RESUBMIT BY: Review only for conformance with design concept, intent, specified criteria and general compliance with the contract documents.Review does not relieve the contractor from the responsibility of confirming and correlating all quantities & dimensions, details of design, job & site conditions,constructions means and methods&job coordination. TC ENGINEERING, INC. CONSULTING ENGINEERS tcstructuralengineering@gmaii.com 7805 SW 24 ST.SUITE 106 • MIAMI,FL 33155 CA LIC.No.30288 PHONE(305)261-0321 Joist Calculations J 1 thru J8 3 Hambro Structural Systems A Division of Canam Steel Corporation 450 East Hillsboro Blvd., Deerfield Beach, FL 33441 Telephone: (800) 546-9008—Fax: (800) 592-4943 i � 1 a � .,. q . i., -. i I .. I ,��, .�. � , canamStee� Mark : J1 • c°"'°'a` , Project: 9350 NE 12 Avenue (Q00778) 03/24/14 06:48:57 Project: 9350 NE 12 Avenue JOIST CALCULATION ACCORDING TO HAMBRO SPECIFICATIONS Mark : J1 (Hambro, Symmetrical, Parallel, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE I NI N NI NI fVl NI Nl NI NI NI NI NI NI - �I �I 1 I NI NII NII NII I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I N I I I I I I I I I I I I I N I cz I -O I -C C C Oi I - O I - I -O I -C I -C I _ m 1 1 :? rl 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.7 1.6 1.5 1.4 1.3 1.2 1.1 i 2.1 2.2, 2.3 24 7.5- 2.6 2.7 2.6 2.5 2.4 2_.3 2.2 2.1 I N I N I N I N I N l N I N I N I N l NI N I N I I �I ^I �I �I �I �I ^I ^I ^I ^I •'�I NI NI NI ESL: 0'4" C/O 25'-11" ESR: 0'-4" --------------------------------------- LOADING CONDITIONS ------------------------------------ ( THE SHOWN VALUES ARE UN-FACTORED ) TOTAL LOAD. . : 50-).25 lb./ft H18 LIVE LOAD. . . : 206.25 ib/ft 122.00 lb/ft"2 x 4' -1 1/211 50.00 lb/ft'2 x 01' -1 i/211 --------------------------------------------- HAMBRO ------------------------------------------- Total Thickness of the Slab. . . . . . . . . . . . . . . . . . . . . . . = 3 .00 in Perimeter Joist. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = No Length of the Extension of the Slab. . . . . . . . . . . . . . . = 0.00 in Concrete Density. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 145.00 lb/ft'3 Compression Resistance (f'c) . . . . . . . . . . . . . . . . . . . . . . = 3.00 Ksi Composite Inertia. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 315.30 in'4 Non-Composite Loading = DL = 41.24 PSF LL = 19.36 PSF Horizontal Shear at the Interface. (Formula 2003) . = 208.19 lb/in ( 0.460) Utilization of the Slab. . . . . . . . . . . . . . . . . . . . . . . . . . . = 0.135 Presence of 'high-chair' . . . . . . . . . . . . . . . . . . . . . . . . . . = No Type of Hambro (presence of reinforcing) . . . . . . . . . . _ Use Double Hambro Joist. . . . . . . . . . . . . . . . . . . . . . . . . . . = No canamstee� • ' Corporation Project: 9350 NE 12 Avenue Mark : J1 (Q00778) 03/24/14 06:48:57 ------------------------------------------- DEFLECTION ---------------------------------------- Allowed deflection under live load. . . . . . . . . . . . . . . . = 0.88 in (L/ 360) Calculated deflection under service live load. . . . . = 0.33 in (L/ 946) NB: Hambro Deflection: Beam Formula * 1.3 with Composite Inertia - .15 * Steel Inertia Allowed deflection under total load. . . . . . . . . . . . . . . = 1.32 in (L/ 240) Calculated deflection under service total load. . . . = 0.54 in (L/ 586) Joist inertia. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 107.45 in^4 Required camber. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0.78 in Use of the joist. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (Classroom) ------------------------- F O R C E S I N M E M B E R S [kips] ---------------------- (THE SHOWN FORCES ARE UN-FACTORED) (Fy = 50 Ksi U/N) (Eff. depth = 20.39 in) Left Reaction = 6.63/ 0.00 kips Right Reaction = 6.63/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Eff.Throat-Ea.Side Remarks Top Chord 1.1 0.00 -4.44 Top Hambro 0 0.27 2'-3 1/2" 1.2 0.00 -4.44 do 0 0.27 1'-0" 1.3 0.00 -7. '4 do 0 0.47 2'-0" 1.4 0.00 -10.45 do 0 0.63 do 1.5 0.00 -12.49 do 0 0.76 do 1.6 0.00 -13.84 do 0 0.84 do 1.7 0.00 -14.52 Top Hambro 0 0.88 2'-0" Bottom Chord 2.1 0.00 0.00 LL 1.5 x .155 yy128 0.38 2'-3 1/2" 2.2 10.86 0.00 do yy128 0.56 2'-0" 2.3 16.19 0.00 do yy128 0.71 do 2.4 20.34 0.00 do yy128 0.81 do 2.5 23.30 0.00 do yy128 0.88 do 2.6 25.08 0.00 do yy 84- 0.95 do 2-.7 25.67 - 0.00 LL 1.5 x .155 y}- 84 ' 0.97 2'-0" End Diagonal 3.1 10.19 0.00 RD 3/4 (48) z 133 0.77 2'-6 1/8" .200 - 1 1/4" Diagonal Towards End 4.1 5.44 0.00 RD 3/4 (48) z 97 0.41 1'-9 5/8" .200 - 0 3/4" 4.2 4.23 0.00 do z 97 0.32 do do 4.3 3.02 0.00 do z 97 0.23 do do 4.4 1.99 0.00 do z 97 0.15 do do 4.5 1.99 -0.16 RD 3/4 (48) z 97 0.15 1'-9 5/8" .200 - 0 3/4" Diagonal Towards Center 5.1 0.00 -6.35 RD 3/4 (48) z 97 0.93 l'-9 5/8" .200 - 0 3/4" 5.2 0.00 -5.44 do z 97 0.80 do do 5.3 0.00 -4.23 do z 97 0.62 do do 5.4 0.00 -3.02 do z 97 0.44 do do 5.5 0.00 -1.99 do z 97 0.29 do do 5.6 0.16 -1.99 RD 3/4 (48) z �97 0.29 l'-9 5/8" .200 - 0 3/4" Secondary Web Member 7.1 0.00 -1.53 RD 3/4 (48) z 81 0.19 1'-6" .200 - 0 3/4" canarnsteel Mark : Jl • cO'POfBti°" Project: 9350 NE 12 Avenue (Q00778) 03/24/14 06:48:57 ------------------------------------ VIBRATION (ALLEN-MURRAY) --------------------------------- Maximum imposed peak acceleration in full height partition. . . . . . . = (.5% a/g) Full height partition between floor. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (.46% a/g) Demontable partition on all the surface. . . . . . . . . . . . . . . . . . . . . . . . . . = (.77% a/g) Without partition. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (1.16% a/g) Frequency. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 5.14 Hz. The vibration result is only for joist: - A rigid support is considered at each end of the joist. ------------------------------------------- BRIDGING ------------------------------------------ Maximum spacing between rows of bridging Lateral Supports @ Top Chord: Roll Bars spaced at 21" C/C (533 mm) . @ Bottom Chord: __> 2 Row(s) Minimum POSITION @ Bottom Chord 9' -8 5/8" 16' -2 3/8" Equally Spaced Bridging between Uplift Rows : No -------------------------------------------------------------------------------------•- •-------- vl.18.0 tab_is ati:,n code unless noted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle The welding length of web members is calculated according to non continuous joints. It is shorter for continuous joints. Project no.: Q00778 Designer: Ian Yap Shop: Jacksonville [Production] 206 ( 158.79) / 217 ( 163.71) Area to Paint 35.70 ft2 Material Sort Cost 91(95) -118 (122) -25-26/13-206 (217) NNN,NNN ca n a�me Project: 9350 NE 12 Avenue Mark : J2 (Q00778) 03/24/14 06:48:57 Project: 9350 NE 12 Avenue JOIST CALCULATION ACCORDING TO HAMBRO SPECIFICATIONS Mark : J2 (Hambro, Symmetrical, Parallel, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE I NI NI NI NI NI NI NI NI N1 NI NI NI NI 'TI NI NI NI NI 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I N I I I I I I I I I I I I I N I I _ I - I - I I I I - I I I I I = 1 I 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.7 1.6 1.5 1.4 1.3 1.2 1.1 I h Vw- y 2.1 22 2.3 2.4 2.5 2.6 2.7 2.6 2.5 24 2.3. 2.2 2.1 1 N I N 1 N 1 N 1 N 1 N I N I N I N I N I N I N I I OI 'rl til hl �I QUI ^ 1 MI rqI r-, N1^"' N N NI ESL: 0'-4" C/C: 25'-11" ESR: 0'A" --------------------------------------- LOADING CONDITIONS ------------------------------------ ( THE SHOWN VALUES ARE UN-FACTORED ) TOTAL LOAD. . : 447._ 3 lb? ft H18 LIVE LOAD. . . : 183.3/ 3 ib/ft 122.00 lb/ft^2 x 31 . 8" 50.00 lb/ft^2 x 3' -811 --------------------------------------------- HAMBRO ------------------------------------------- Total Thickness of the Slab. . . . . . . . . . . . . . . . . . . . . . . = 3 .00 in Perimeter Joist. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = No Length of the Extension of the Slab. . . . . . . . . . . . . . . = 0.00 in Concrete Density. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 145.00 lb/ftA3 Compression Resistance (f'c) . . . . . . . . . . . . . . . . . . . . . . = 3 .00 Ksi Composite Inertia. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 281.33 inA4 Non-Composite Loading. . . . . . . . . . . . . . . . . . . . . . . . . . . . . = DL = 41.24 PSF LL = 19.36 PSF Horizontal Shear at the Interface. (Formula 2003) . = 185.11 lb/in ( 0.409) Utilization of the Slab. . . . . . . . . . . . . . . . . . . . . . . . . . . = 0.131 Presence of 'high-chair' . . . . . . . . . . . . . . . . . . . . . . . . . . = No Type of Hambro (presence of reinforcing) . . . . . . . . . . = Use Double Hambro Joist. . . . . . . . . . . . . . . . . . . . . . . . . . . = No n a mL,c°`°°' ,. Project: 9350 NE 12 Avenue Mark : J2 (Q00778) 03/24/14 06:48:57 ------------------------------------------ DEFLECTION ----------------------------------------- Allowed deflection under live load. . . . . . . . . . . . . . . . = 0.88 in (L/ 360) Calculated deflection under service live load. . . . . = 0.33 in (L/ 946) NB: Hambro Deflection: Beam Formula * 1.3 with Composite Inertia - .15 * Steel Inertia Allowed deflection under total load. . . . . . . . . . . . . . . = 1.32 in (L/ 240) Calculated deflection under service total load. . . . = 0.54 in (L/ 586) Joist inertia. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 102.60 in'4 Required camber. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0.72 in Jse of the joist. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (Classroom) ------------------------- F O R C E S I N M E M B E R S [kips] ---------------------- (THE SHOWN FORCES ARE UN-FACTORED) (Fy = 50 Ksi U/N) (Eff. depth = 20.40 in) Left Reaction = 5.89/ 0.00 kips Right Reaction = 5.89/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Eff.Throat-Ea.Side Remarks Top Chord 1.1 0.00 -3.94 Top Hambro 0 0.24 2' -3 1/2" 1.2 0.00 -3.94 do 0 0.24 1'-0" 1.3 G.00 -5.i8 da 0 0.42 2'-0" 1.4 0.00 -9.29 do 0 0.56 do 1.5 0.00 -11.09 do 0 0.67 do 1.6 0.00 -12.30 do 0 0.75 do 1.7 0.00 -12.90 Top Hambro 0 0.78 21-01- Bottom '-0"Bottom Chord 2.1 0.00 0.00 LL 1.5 x .137 yy129 0.38 2'-3 1/2" 2.2 9.65 0.00 do yy129 0.56 2'-0" 2.3 14.39 0.00 do yy133 0.71 do 2.4 18.07 0.00 do yy133 0.81 do 2.5 20.70 0.00 do yy133 0.88 do 2.6 22.28 0.0c do yy 87 0.95 do 2.7 22.81 0.00 LL 1.5 x .137 yy 87 0.97 21-0" End Diagonal 3.1 9.06 0.00 RD 3/4 (48) z 133 0.68 2'-6 1/8" .200 - 1 1/8" Diagonal Towards End 4.1 4.84 0.00 RD 3/4 (48) z 97 0.37 l'-9 5/8" .200 - 0 3/4" 4.2 3.76 0.00 RD 11/16 (44) z 106 0.34 do _193 - 0 3/4" 4.3 2.69 0.00 do z 106 0.24 do do 4.4 1.77 0.00 do z 106 0.16 do do 4.5 1.77 -0.20 RD 11/16 (44) z 106 0.16 1'-9 5/8" .193 - 0 3/4" Diagonal Towards Center 3.1 0.00 -5.64 RD 3/4 (48) z 97 0.83 1'-9 5/8" .200 - 0 3/4" 5.2 0.00 -4.84 RD 11/16 (44) z 106 0.97 do .193 - 0 3/4" 3.3 0.00 -3.76 do z 106 0.76 do do 3.4 0.00 -2.69 do z 106 0.54 do do i.5 0.00 -1.77 do z 106 0.36 do do 3.6 0.20 -1.77 RD 11/16 (44) z 106 0.36 1'-9 5/8" .193 - 0 3/4" Secondary Web Member 7.1 0.00 -1.47 RD 3/4 (48) z 81 0.18 1'-6" .200 - 0 3/4" �caamsteel Mark : J2 Dorporat1on Project: 9350 NE 12 Avenue (Q00778) 03/24/14 06:48:57 ------------------------------------ VIBRATION (ALLEN-MURRAY) --------------------------------- Maximum imposed peak acceleration in full height partition. . . . . . . = ( .596 a/g) Full height partition between floor. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (.45% a/g) Demontable partition on all the surface. . . . . . . . . . . . . . . . . . . . . . . . . . = ( .75% a/g) Without partition. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (1.13% a/g) Frequency. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 5.23 Hz. The vibration result is only for joist: - A rigid support is considered at each end of the joist. ------------------------------------------- BRIDGING ------------------------------------------ Maximum spacing between rows of bridging Lateral Supports @ Top Chord: Roll Bars spaced at 21' ' CIC (533 mm) . @ Bottom Chord: __> 2 Row(s) Minimum POSITION @ Bottom Chord 9' -8 5/8" 16' -2 3/8" Equally Spaced Bridging between Uplift Rows : No ----------------------------------------------------------------------------------------------- vl.18.0 Fabrication code unless noted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle The welding length of web members is calculated according to non continuous joints. It is shorter for continuous joints. Project no.: Q00778 Designer: Ian Yap Shop: Jacksonville (Production] 190 ( 152.28) / 200 ( 156.74) Area to Paint 35.17 ft2 Material Sort Cost 85(89) -111(116) -25-26/13-190(200) NNN,NNN ca n a msteel Corporation Project: 9350 NE 12 Avenue Mark : J3 (Q00778) 03/24/14 06:48:57 Project: 9350 NE 12 Avenue JOIST CALCULATION ACCORDING TO HAMBRO SPECIFICATIONS Mark : J3 (Hambro, Symmetrical, Parallel, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE I I I I I I I I I I I I I I I I " ' o' o' o' of DI o1 01 0l 01 01 0l 01 0l of 01 01 01 �I NI SDI 001 �I �I NI NI �I �I ;0I MI MI �I NI NI NI NI NI MI MI �I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I N I O I O I -O - -o -O -O _O -O O- O -O -O O =O -N I I (V N (V (N ry N N 1 cV I (V I fV I cV <N N 1 (q ,'.. (V I 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.9 1.8 1.7 1.6 1.5 1.4 1.3 1.2 1.1 r � � 7- q' V� v. N vd' a. ^ 'v� v D v im, v N v 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 2.9 2.8 2.7 2.62.5 2.4 2.3 2.2 2.i 0 0 0 0 0 0 0 0 0 0 0 M �I NI r4NI NI NI M,I rll ;L: 0'-4" C/C: 33'-8" ESR: 0'-4" •------------------------------------- LOADING CONDITIONS ------------------------------------ ( THE SHOWN VALUES ARE UN-FACTORED ) )TAL LOAD,. . : 500.71 lb/ft rrH18 LIVE LOAD. . . : 205.21 lb/ft 122.00 lb/ft''2 x 4' -1 1/4" 50.00 lb/ft-2 x 4' -1 1/411 ------------------------------------------- HAMBRO ------------------------------------------- >tal Thickness of the Slab. . . . . . . . . . . . . . . . . . . . . . . = 3.00 in !rimeter Joist. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = No !ngth of the Extension of the Slab. . . . . . . . . . . . . . . = 0.00 in )ncrete Density. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 145.00 lb/ft'3 impression Resistance (f'c) . . . . . . . . . . . . . . . . . . . . . . = 3 .00 Ksi mposite Inertia. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 542 .29 in"4 in-Composite Loading. . . . . . . . . . . . . . . . . . . . . . . . . . . . . = DL = 41.24 PSF LL = 16.25 PSF ,rizontal Shear at the Interface. (Formula 2003) . = 277.38 lb/in ( 0.700) ilization of the Slab. . . . . . . . . . . . . . . . . . . . . . . . . . . = 0.226 esence of 'high-chair' . . . . . . . . . . . . . . . . . . . . . . . . . . = No pe of Hambro (presence of reinforcing) . . . . . . . . . . = rr e Double Hambro Joist. . . . . . . . . . . . . . . . . . . . . . . . . . . = No �cana msteel Mark : J3 0'u� , COfpmeon Project: 9350 NE 12 Avenue (Q00778) 03/24/14 06:48:57 ------------------------------------------- DEFLECTION ----------------------------------------- Allowed deflection under live load. . . . . . . . . . . . . . . . = 1.14 in (L/ 360) Calculated deflection under service live load. . . . . = 0.53 in (L/ 767) NB: Hambro Deflection: Beam Formula * 1.3 with Composite Inertia - .15 * Steel Inertia Allowed deflection under total load. . . . . . . . . . . . . . . = 1.70 in (L/ 240) Calculated deflection under service total load. . . . = 0.86 in (L/ 475) Joist inertia. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 128.93 in'4 Required camber. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 1.35 in Use of the joist. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (Classroom) ------------------------- F O R C E S I N M E M B E R S (kips] ---------------------- (THE SHOWN FORCES ARE UN-FACTORED) (Fy = 50 Ksi U/N) (Eff. depth = 20.09 in) Left Reaction = 8.53/ 0.00 kips Right Reaction = 8.53/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Eff.Throat-Ea.Side Remarks Tog: Chord 1.1 0.00 -5.26 Top Hambro 0 0.32 21-21- 1.2 '-2"1.2 0.00 -5.26 do 0 0.32 1'-0" 1.3 0.00 -9.Er,> do 0 0.59 2'-0" 1.4 0.00 -13.55 do 0 0.82 do 1.5 0.00 -16.77 Top Hambro 0 0.77 2'-0" 1.5 r RD 1/2" 2'-0'1 1.6 0.00 -19.34 Top Hambro 0 0.89 2'-0" 1.6 r RD 1/2" 2'-0" 1.7 0.00 -21.27 Top Hambro 0 0.98 21-01- 1.7 '-0"1.7 r RD 1/2" 21-01- 1.8 '-0"1.8 0.00 -22.56 Top Hambro 0 0.84 2'-0" 1.8 r RD 1/2" 21-01- 1.8 '-0"1.8 r RD 1/2" 21-01- 1.9 '-0"1.9 0.00 -23.20 Top Hambro 0 0.87 2'-011 1.9 r RD 1/211 2'-0" 1.9 r RD 1/211 2'-0" Bottom Chord 2.1 0.00 0.00 LL 2 x .216 yy114 0.27 2'-2" 2.2 14.12 0.00 do yy114 0.41 2'-0" 2.3 21.90 0.00 do yyll4 0.54 do 2.4 28.48 0.00 do yyll4 0.64 do 2.5 33.66 0.00 do yy117 0.72 do 2.6 38.05 0.00 do yy 63 0.78 do 2.7 41.04 0.00 do yy 63 0.84 do 2.8 42.83 0.00 do yy 63 0.87 do 2.9 43.43 0.00 LL 2 x .216 yy 63 0.89 21-01- End '-0"End Diagonal 3.1 12.92 0.00 RD 13/16 (52) z 114 0.83 2'-5" .208 - 1 1/2" Diagonal Towards End 4.1 7.82 0.00 RD 13/16 (52) z 86 0.50 1'-9 5/8" .208 - 0 7/8" 4.2 6.62 0.00 do z 86 0.43 do do 4.3 5.42 0.00 RD 13/16 (52) z 86 0.35 do .208 - 0 7/8" 4.4 4.21 0.00 RD 3/4 (48) z 94 0.32 do .200 - 0 3/4" 4.5 3.01 0.00 do z 94 0.23 do do 4.6 2.56 0.00 do z 94 0.19 do do 4.7 2.56 -0.18 RD 3/4 (48) z 94 0.19 1'-9 5/8" .200 - 0 3/4" ca na mstee� Mark : J3 • E,,p , Project: 9350 NE 12 Avenue (Q00778) 03/24/14 06:48:57 F O R C E S I N M E M B E R S (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Eff.Throat-Ea.Side Remarks Diagonal Towards Center 5.1 0.00 -8.72 RD 13/16 (52) z 86 0.95 1'-9 5/8" .208 - 1" 5.2 0.00 -7.82 do z 86 0.85 do .208 - 0 7/8" 5.3 0.00 -6.62 RD 13/16 (52) z 86 0.72 do .208 - 0 7/811 5.4 0.00 -5.42 RD 3/4 (48) z 94 0.76 do .200 - 0 3/4" 5.5 0.00 -4.21 do z 94 0.59 do do 5.6 0.00 -3.01 do z 94 0.42 do do 5.7 0.00 -2.56 do z 94 0.36 do do 5.8 0.18 -2.56 RD 3/4 (48) z 94 0.36 1'-9 5/8" .200 - 0 3/4" Secondary Web Member 7.1 0.00 -1.52 RD 13/16 (52) z 73 0.14 1'-6" .208 - 0 7/811 ------------------------------------ VIBRATION (ALLEN-MURRAY) --------------------------------- Maximum imposed peak acceleration in full height partition. . . . . . . = (.5% a/g) Full height partition 1>etween floor. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (.47% a/g) Demontable partition on all the surface. . . . . . . . . . . . . . . . . . . . . . . . . . = (.78% a/g) Without partition. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (1.17% a/g) Frequency. . . .'. . . . . . . . . . . .. . . . . . . . . . = 4.03 Hz. The vibration result is only for joist: - A rigid support is considered at each end of the joist. ------------------------------------------- BRIDGING ------------------------------------------ Maximum spacing between rows of bridging Lateral Supports • Top Chord: Roll Bars spaced at 21' ' C/C (533 mm) . @ Bottom Chord: __> 3 Row(s) Minimum POSITION Q Bottom Chord 10' -10" 16' -10" 22' -10" Equally Spaced Bridging between Uplift Rows : No ----------------------------------------------------------------------------------------------- vl.18.0 Fabrication code unless noted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle The welding length of web members is calculated according to non continuous joints. It is shorter for continuous joints. Project no.: Q00778 Designer: Ian Yap Shop: Jacksonville [Production] 378 ( 294.42) / 395 ( 301.78) Area to Paint 59.13 ft2 Material Sort Cost Presence of rods 13/16 at Webs 3 163 (170) -215(222) -25-34/17-378 (395) NNN,NNN ca namsteel Mark: J4 • c°"'°'a`! Project: 9350 NE 12 Avenue (Q00778) 03/24/14 06:48:57 Project: 9350 NE 12 Avenue JOIST CALCULATION ACCORDING TO HAMBRO SPECIFICATIONS Mark : J4 (Hambro, Symmetrical, Parallel, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE I I I I I I I I I I I I I I I I I - 1 0l of OI of of of of of of of of of of of of of of NI Nl NI NI NI MI ml ml I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.9 1.8 1.7 1.6 1.5 1.4 1.3 1.2 1.1 '0 h �' v `�' M �, N `r 7 ~ m 2.1 2.2 23 2.4 2.� 2.5 2.7 7.8 2 9 2.8 2.7 2.6 2.5 2.4 Z.3 2.2 I I I I I I I I I I I I I I I I I I O �I NI NI N1 N CNI NI Q4I 'rl �I I N 1 NI MI M I ESL: 0'4" C/C: 33'-8" ESR: 0'-4" --------------------------------------- LOADING CONDITIONS ------------------------------------ ( THE SHOWN VALUES ARE UN-FACTORED ) TOTAL LOAD. . : 378.71 ib/ft rH18 LIVE LOAD. . . : 155.21 lb/ft 122. 00 lb/ft^2 x 3' -1 1/4" 50.00 lb/ft'2 x 3' -1 1/4" --------------------------------------------- HAMBRO ------------------------------------------- Total Thickness of the Slab. . . . . . . . . . . . . . . . . . . . . . . = 3 .00 in Perimeter Joist. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = No Length of the Extension of the Slab. . . . . . . . . . . . . . . = 0.00 in Concrete Density. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 145.00 lb/ft"3 Compression Resistance (f'c) . . . . . . . . . . . . . . . . . . . . . . = 3 .00 Ksi Composite Inertia. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 377.07 in'4 Non-Composite Loading. . . . . . . . . . . . . . . . . . . . . . . . . . . . . = DL = 41.24 PSF LL = 16.25 PSF Horizontal Shear at the Interface. (Formula 2003) . = 208 .82 lb/in ( 0.527) Utilization of the Slab. . . . . . . . . . . . . . . . . . . . . . . . . . . = 0.220 Presence of 'high-chair' . . . . . . . . . . . . . . . . . . . . . . . . . . = No Type of Hambro (presence of reinforcing) . . . . . . . . . . = r Use Double Hambro Joist. . . . . . . . . . . . . . . . . . . . . . . . . . . = No �a n a mstee� Mark : J4 . c°'POfa`'°" Project: 9350 NE 12 Avenue (Q00778) 03/24/14 06:48:57 ----------------------------------------- DEFLECTION ----------------------------------------- Llowed deflection under live load. . . . . . . . . . . . . . . . = 1.14 in (L/ 360) ilculated deflection under service live load. . . . . = 0.59 in (L/ 697) 3: Hambro Deflection: Beam Formula * 1.3 with Composite Inertia - .15 * Steel Inertia .lowed deflection under total load. . . . . . . . . . . . . . . = 1.70 in (L/ 240) ilculated deflection under service total load. . . . = 0.95 in (L/ 432) )ist inertia. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 115.62 in^4 squired camber. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 1.35 in oe of the joist. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (Classroom) ----------------------- F 0 R C E S I N M E M B E R S [kips] ---------------------- (THE SHOWN FORCES ARE UN-FACTORED) (Fy = 50 Ksi U/N) (Eff. depth = 20.15 in) Left Reaction = 6.45/ 0.00 kips Right Reaction = 6.45/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD Jo Tension Compres. x = tied at mid-length slend. util. Length Eff.Throat-Ea.Side Remarks Top Chord .1 0.00 -3.97 Top Hambro 0 0.24 2'-2" .2 0.00 -3.97 do 0 0.24 .- 0:06 -7.32 do 0 0.44 2'- .4 0.00 -10.23 do 0 0.62 do .5 0.00 -12.66 do 0 0.77 do .6 0.00 -14.61 do 0 0.89 do 7 0.00 -16.07 do 0 0.97 do .8 0.00 -17.04 Top Hambro 0 0.79 2'-0" 8 r RD 1/2" 21-01- 9 '-0"9 0.00 -17.52 Top Hambro 0 0.81 2'-0" 9 r RD 1/2" 2'-0" Bottom Chord 1 0.00 0.00 LL 2 x .145 yyll8 0.29 2'-2" 2 10.54 0.00 do yy118 0.45 2'-0" 3 16.51 0.00 doYY 118 0.59 do 4 21.47 0.00 do yy118 0.70 do 5 25.53 0.00 do yyl21 0.79 do 6 28.68 0.00 do yy 66 0.86 do 7 30.94 0.00 do yy 66 0.92 do 8 32.29 0.00 do yy 66 0.96 do 9 32.74 0.00 LL 2 x .145 yy 66 0.98 2'-0" End Diagonal 1 9.77 0.00 RD 3/4 (48) z 124 0.74 2'-5" .200 - 1 1/8" Diagonal Towards End 1 5.92 0.00 RD 3/4 (48) z 94 0.45 1'-9 5/8" .200 - 0 3/4" 2 5.01 0.00 do z 94 0.38 do do 3 4.10 0.00 RD 3/4 (48) z 94 0.31 do .200 - 0 3/4" 4 3.19 0.00 RD 11/16 (44) z 102 0.29 do .193 - 0 3/4" 5 2.28 0.00 do z 102 0.20 do do 6 1.94 0.00 do z 102 0.17 do do 7 1.94 -0.27 RD 11/16 (44) z 102 0.17 l'-9 5/8" .193 - 0 3/4" Diagonal Towards Center 1 0.00 -6.60 RD 3/4 (48) z 94 0.92 l'-9 5/8" .200 - 0 3/4" 2 0.00 -5.92 do z 94 0.83 do do 3 0.00 -5.01 RD 3/4 (48) z 94 0.70 do .200 - 0 3/4" 4 0.00 -4.10 RD 11/16 (44) z 102 0.78 do .193 - 0 3/4" 5 0.00 -3.19 do z 102 0.60 do do 6 0.00 -2.28 do z 102 0.43 do do c��a msteel • CoR,t!! project: 9350 NE 12 Avenue Mark : J4 (Q00778) 03/24/14 06:48:57 F O R C E S I N M E M B E R S (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Eff.Throat-Ea.Side Remarks 5.7 0.00 -1.94 do z 102 0.37 do do 5.8 0.27 -1.94 RD 11/16 (44) z 102 0.37 1'-9 5/8" .193 - 0 3/4" Secondary Web Member 7.1 0.00 -1.40 RD 3/4 (48) z 79 0.16 1'-6" .200 - 0 3/411 ------------------------------------ VIBRATION (ALLEN-MURRAY) --------------------------------- Maximum imposed peak acceleration in full height partition. . . . . . . = (.5% a/g) Full height partition between floor. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (.47% a/g) Demontable partition on all the surface. . . . . . . . . . . . . . . . . . . . . . . . . . = (.78% a/g) Without partition. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (1.17% a/g) Frequency. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 4.05 Hz. The vibration result is only for joist: - A rigid support is considered at each end of the joist. ------------------------------------------- BRIDGING ----=- ------------------------------------ Maximum spacing between rows of bridging Lateral Supports @ Top Chord: Roll Bars spaced at 21' ' CIC (533 mm) . @ Bc tolit Chord : __> 3 Row(s) Minimum POSITION @ Bottom Chord 10' -10" 16' -10" 22' -10" Equally Spaced Bridging between Uplift Rows No ----------------------------------------------------------------------------------------------- v1.18.0 Fabrication code unless noted -LL 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar- -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle The welding length of web members is calculated according to non continuous joints. It is shorter for continuous joints. Project no.: Q00778 Designer: Ian Yap Shop: Jacksonville [Production] 293 ( 238.41) / 305 ( 243.45) Area to Paint 57.07 ft2 Material Sort Cost 128 (132) -172 (177) -25-34/17-293(305) NNN,NNN canamstee� Mark : JS • �OfPO'aG°" Project: 9350 NE 12 Avenue (Q00778) 03/24/14 06:48:57 Project: 9350 NE 12 Avenue JOIST CALCULATION ACCORDING TO HAMBRO SPECIFICATIONS Mark : J5 (Hambro, Symmetrical, Parallel, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I �1 O1 0l of 01 p1 0l of 01 01 01 01 0l 01 01 01 01 01 0 I „' I I I I I I I I I I I I I I �I �I NI �I �I 001 NI NI NI I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I - I - I - I - I N C C 1 C C CJ C9 I O O O O N fV I'. N cV (V N fV N N fV 1 N 1 N (N N N 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.9 1.8 1.7 1.6 1.5 1.4 1.3 1.2 1.1 "� '.� "�.. 'c% h ;.+ h p `� it 'f;. 'o� h 1 h •p C` 'IV y 1 ,y I 2.1 2.2 2.3 .".4 '2.5 2.6 27 2.8 2.9 2.8 2.7 2.6 2.5 2A + 2,2 � I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 0 0 0 0 0 0 0 0 0 0 01 I I I I I 'rl (nl Vll �� pal I MI y�l �I QUI .-�I �I ESL: 0'-4" C/C: 33'-8" ESR: 0'-4" I --------------------------------------- LOADING CONDITIONS ------------------------------------ ( THE SHOWN VALUES ARE UN-FACTORED ) DOTAL LOAD. . : 327.88 lb/ft H18 LIVE LOAD. . . : 134 .37 lb/ft 122.00 lb/ftA2 x 2' -8 1/411 50.00 lb/ft"2 x 2' -8 1/411 --------------------------------------------- HAMBRO ------------------------------------------- Total Thickness of the Slab. . . . . . . . . . . . . . . . . . . . . . . = 3.00 in Perimeter Joist. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = No Length of the Extension of the Slab. . . . . . . . . . . . . . . = 0.00 in Concrete Density. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 145.00 lb/ft"3 Compression Resistance (f'c) . . . . . . . . . . . . . . . . . . . . . . = 3.00 Ksi Composite Inertia. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 349.17 in'4 Non-Composite Loading. . . . . . . . . . . . . . . . . . . . . . . . . . . . . = DL = 41.24 PSF LL = 16.25 PSF Horizontal Shear at the Interface. (Formula 2003) . = 180.69 lb/in ( 0.456) Utilization of the Slab. . . . . . . . . . . . . . . . . . . . . . . . . . . = 0.219 Presence of 'high-chair, . . . . . . . . . . . . . . . . . . . . . . . . . . = No Type of Hambro (presence of reinforcing) . . . . . . . . . . = Use Double Hambro Joist. . . . . . . . . . . . . . . . . . . . . . . . . . . = No �canaMsteel Mark : J5 CorpmfiO" Project: 9350 NE 12 Avenue (Q00778) 03/24/14 06:48:57 ------------------------------------------- DEFLECTION ----------------------------------------- Allowed deflection under live load. . . . . . . . . . . . . . . . = 1.14 in (L/ 360) Calculated deflection under service live load. . . . . = 0.55 in (L/ 744) NB: Hambro Deflection: Beam Formula * 1.3 with Composite Inertia - .15 * Steel Inertia Allowed deflection under total load. . . . . . . . . . . . . . . = 1.70 in (L/ 240) Calculated deflection under service total load. . . . = 0.89 in (L/ 460) Joist inertia. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 113.34 in'4 Required camber. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 1.31 in Use of the joist. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (Classroom) ------------------------- F O R C E S I N M E M B E R S [kips] ---------------------- (THE SHOWN FORCES ARE UN-FACTORED) (Fy = 50 Ksi U/N) (Eff. depth = 20.19 in) Left Reaction = 5.59/ 0.00 kips Right Reaction = 5.59/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD Q 4 _ No Tension Compres. x = tied at mid-length Slend. Util. Length Eff.Throat-Ea.Side Remarks Top Chord 1.1 0.00 -3.43 Top Hambro, 0 0.21 2'-2" 1.2 0.00 -3.43 do 0 0.21 1'-0" 1::3 0.00 -6.31 do 0 0.38 2'-0" 1.4 0.00 -8.83 do 0 0.54 do 1.5 0.00 -10.93 do 0 0.66 do 1.6 0.00 -12.60 do 0 0.76 do 1.7 0.00 -13.86 do 0 0.84 do 1.8 0.00 -14.70 do 0 0.89 do 1.9 0.00 -15.12 Top Hambro 0 0.92 2'-0" Bottom Chord 2.1 0.00 0.00 LL 1.75 x .155 yyl29 0.27 2'-2" 2.2 9.20 0.00 do yy129 0.42 2'-0" 2.3 14.26 0.00 do yyl33 0.55 do 2.4 18.55 0.00 do yy133 0.65 do 2.5 22.06 0.00 do yy136 0.74 do 2.6 24.79 0.00 do yy 74 0.80 do 2.7 26.73 0.00 do yy 74 0.86 do 2.8 27.90 0.00 do yy 74 0.90 do 2.9 28.29 0.00 LL 1.75 x .155 yy 74 0.91 2'-01- End '-0"End Diagonal 3.1 8.46 0.00 RD 3/4 (48) z 126 0.64 2'-5" .200 - 1" Diagonal Towards End 4.1 5.12 0.00 RD 3/4 (48) z 95 0.39 1'-9 5/8" .200 - 0 3/4" 4.2 4.33 0.00 RD 11/16 (44) z 104 0.39 do .193 - 0 3/411 4.3 3.55 0.00 RD 11/16 (44) z 104 0.32 do .193 - 0 3/4" 4.4 2.76 0.00 RD 5/8 (40) z 114 0.30 do .185 - 0 3/411 4.5 1.97 0.00 do z 114 0.21 do do 4.6 1.68 0.00 do z 114 0.18 do do 4.7 1.68 -0.30 RD 5/8 (40) z 114 0.18 1'-9 5/8" .185 - 0 3/4" Diagonal Towards Center 5.1 0.00 -5.71 RD 3/4 (48) z 95 0.82 1'-9 5/8" .200 - 0 3/4" 5.2 0.00 -5.12 RD 11/16 (44) z 104 1.00 do .193 - 0 3/4" 5.3 0.00 -4.33 RD 11/16 (44) z 104 0.85 do .193 - 0 3/4" 5.4 0.00 -3.55 RD 5/8 (40) z 114 1.01 do .185 - 0 3/4" 5.5 0.00 -2.76 do z 114 0.79 do do 5.6 0.00 -1.97 do z 114 0.56 do do 5.7 0.00 -1.68 do z 114 0.48 do do 5.8 0.30 -1.68 RD 5/8 (40) z 114 0.48 1'-9 5/8" .185 - 0 3/4" canamsteel Mark : JS �°'�°`�t'°" Project: 9350 NE 12 Avenue (Q00778) 03/24/14 06:48:57 F O R C E S I N M E M B E R S (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Eff.Throat-Ea.Side Remarks Secondary web Member .1 0.00 -1.35 RD 3/4 (48) z 80 0.16 l'-6" .200 - 0 3/411 ---------------------------------- VIBRATION (ALLEN-MURRAY) --------------------------------- ximum imposed peak acceleration in full height partition. . . . . . . = (.5% a/g) 11 height partition between floor. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (.45% a/g) montable partition on all the surface. . . . . . . . . . . . . . . . . . . . . . . . . . = (.75% a/g) thout partition. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (1.12% a/g) equency. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 4.21 Hz. vibration result is only for joist: A rigid support is considered at each end of the joist. ----------------------------------------- BRIDGING ------------------------------------------ ximum spacing between rows of bridging Lateral Supports Top Chord: Roll Bars spaced at 21 C/C (533 mm) . Q Bottom Chord: __> 3 Row(s) Minimum S1TION @ Bottom .Chord 10' -10" 16' -10" 22' -10" sally Spaced Bridging between Uplift Rows : No --------------------------------------------------------------------------------------------- vl.18.0 rication code unless noted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -VU = 2 U profiles one inside the other, -CL = Crimped angle welding lengtb of web members is calculated according to non continuous joints. is shorter for continuous joints. ject no.: Q00778 Designer: Ian Yap Shop: Jacksonville [Production] 268 ( 201.20) / 279 ( 206.42) Area to Paint 50.62 ft2 Material Sort Cost )(125) -152(157) -25-34/17-268(279) NNN,NNN canamstee� Mark : J6 • corporation Project: 9350 NE 12 Avenue (Q00778) 03/24/14 06:48:57 Project: 9350 NE 12 Avenue JOIST CALCULATION ACCORDING TO HAMBRO SPECIFICATIONS Mark : J6 (Hambro, Symmetrical, Parallel, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE I I I I I I I I I I I I I 1 I I I I I I I VI OSI �I �I �I �I �I V)I lnl V11 1!11 '�I NI I ^ I I I I ^ I I I I I I I I OI r+l NI VI �I 001 11 I 1 I I I I ~I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I (V tV (V fV N N 1 (V N lV N 1.1 1.2 1.3 1.4 1.5 1.6 1.6 1.5 1.4 1.3 1.2 1.1 ^ `r A, 2.1 '..2 ).3 2.4 2.5 2.6 i.5 2.4 23 2.7. 2.1 I I I I I I I I I I I 1 � N�I �I I I I ^ I 11 I ESL: 0'-4" C/C: 21'-2" ESR: 0'-0" --------------------------------------- LOADING CONDITIONS ------------------------------------ ( THE SHOWN VALUES ARE UN-FACTORED ) TOTAL LOAD. . : 503 ..25 lb/ft I H16 LIVE LOAD. . . . 206.25 lb/ft 122.00 lb/ft'2 x 4' -1 1/2" 50.00 l.b/ft'2 x 4' -1 1/2" --------------------------------------------- HAMBRO ------------------------------------------- Total Thickness of the Slab. . . . . . . . . . . . . . . . . . . . . . . = 3.00 in Perimeter Joist. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = No Length of the Extension of the Slab. . . . . . . . . . . . . . . = 0.00 in Concrete Density. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 145.00 lb/ft'3 Compression Resistance (f'c) . . . . . . . . . . . . . . . . . . . . . . = 3.00 Ksi Composite Inertia. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 187.41 in"4 Non-Composite Loading. . . . . . . . . . . . . . . . . . . . . . . . . . . . . = DL = 41.24 PSF LL = 20.00 PSF Horizontal Shear at the Interface. (Formula 2003) . = 184 .18 lb/in ( 0.360) Utilization of the Slab. . . . . . . . . . . . . . . . . . . . . . . . . . . = 0.099 Presence of 'high-chair, . . . . . . . . . . . . . . . . . . . . . . . . . . = No Type of Hambro (presence of reinforcing) . . . . . . . . . . = Use Double Hambro Joist. . . . . . . . . . . . . . . . . . . . . . . . . . . = No ca namsLts! Mark : J6 • �O'PO1��'°" Project: 9350 NE 12 Avenue (Q00778) 03/24/14 06:48:57 ------------------------------------------- DEFLECTION ----------------------------------------- llowed deflection under live load. . . . . . . . . . . . . . . . = 0.71 in (L/ 360) Calculated deflection under service live load. . . . . = 0.24 in (L/ 1062) B: Hambro Deflection: Beam Formula * 1.3 with Composite Inertia - .15 * Steel Inertia Allowed deflection under total load. . . . . . . . . . . . . . . = 1.06 in (L/ 240) Calculated deflection under service total load. . . . = 0.39 in (L/ 657) Joist inertia. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 73.51 in'4 equired camber. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0.49 in se of the joist. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (Classroom) ------------------------- F 0 R C E S I N M E M B E R S [kips] ---------------------- (THE SHOWN FORCES ARE UN-FACTORED) (Fy = 50 Ksi U/N) (Eff. depth = 18.46 in) Left Reaction = 5.35/ 0.00 kips Right Reaction = 5.35/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Eff.Throat-Ea.Side Remarks Top Chord 1.1 0.00 -3.65 Top Hambro 0 0.22 2'-1" 1.2 0.00 -3.65 do 0 0.22 0'-8" 1.3 0.00 --6.07 do 0 0.37 2'-0" - 1.4 0.00 -8.39 do 0 0.51 do 1.5 0.00 -9.93 do 0 0.60 do 1.6 0.00 -10.70 Top Hambro 0 0.65 2'-0" Bottom Chord ,2.1 0.00 0.00 LL 1.5 x .109 yy147 0.39 21-11- 2.2 '-1"2.2 8.00 0.00 do yy147 0.61 1'-8" I2.3 12.58 0.00 do yy143 0.77 2'-0" i2.4 15.85 0.00 do yy143 0.87 do 2.5 17.81 0.00 do yy143 0.94 . do 2.6 18.47 0.00 LL 1.5 x .109 yy143 0.98 2'-0" End Diagonal I3.1 8.18 0.00 RD 5/8 (40) z 139 0.89 2'-3" .185 - 1 1/8" Diagonal Towards End 4.1 4.40 0.00 RD 5/8 (40) z 104 0.48 1'-8" .185 - 0 3/4" 14.2 3.14 0.00 RD 11/16 (44) z 95 0.28 do .193 - 0 3/4" 4.3 1.89 0.00 do z 95 0.17 do do 4.4 1.67 -0.14 RD 11/16 (44) z 95 0.15 l'-8" .193 - 0 3/4" Diagonal Towards Center 5.1 0.00 -4.69 RD 5/8 (40) z 94 0.95 1'-5 7/8" .185 - 0 3/4" 5.2 0.00 -4.40 RD 11/16 (44) z 95 0.75 1'-8" .193 - 0 3/4" 5.3 0.00 -3.14 do z 95 0.54 do do 5.4 0.00 -1.89 do z 95 0.32 do do 5.5 0.14 -1.67 RD 11/16 (44) z 95 0.28 l'-8" .193 - 0 3/4" Secondary Web Member 7.1 0.00 -1.44 RD 5/8 (40) z 85 0.26 l'-4" .185 - 0 3/4" �canaMsteei Mark : J6 project: 9350 NE 12 Avenue (Q00778) 03/24/14 06:48:57 -------------------------- ---------- VIBRATION (ALLEN-14URRAY) --------------------------------- Maximum imposed peak acceleration in full height partition. . . . . . . = (.5% a/g) Full height partition between floor. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (.44% a/g) Demontable partition on all the surface. . . . . . . . . . . . . . . . . . . . . . . . . . = (.73% a/g) Without partition. . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (1.1% a/g) Frequency. . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 6.16 Hz. The vibration result is only for joist: - A rigid support is considered at each end of the joist. ------------------------------------------- BRIDGING ------------------------------------------ Maximum spacing between rows of bridging Lateral Supports @ Top Chord: Roll Bars spaced at 21' ' C/C (533 mm) . Q Bottom Chord: __> 1 Row(s) Minimum POSITION Q Bottom Chord 10' -5" Equally Spaced Bridging between Uplift Rows : No vl.18.0 Fabrication code unless noted -hL = 2 angles short legs back to back, -BL _ 7. angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle The welding length of web members is calculated according to non continuous joints. It is shorter for continuous joints. Project no.: Q00778 Designer: Ian Yap Shop: Jacksonville [Production] 136 ( 115.86) / 143 ( 119.12) Area to Paint 27.65 ft2 Material Sort : Cost 61(64) -83 (86) -25-22/11-136 (143) NNN,NNN canamstee� Mark : J7 ' c°'�°'��'°" Project: 9350 NE 12 Avenue (Q00778) 03/24/14 06:48:57 Project: 9350 NE 12 Avenue JOIST CALCULATION ACCORDING TO HAMBRO SPECIFICATIONS rk : J7 (Hambro, Symmetrical, Parallel, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I �1 �1 V"II �I NI �I Vll V11 'AI V)I V11 1 Ni 001 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I - I - l tV p tV tV N (V cV (V N I N (q 1.1 1.2 1.3 1.4 1.5 1.6 1.6 1.5 1.4 1.3 1.2 1.1 A A� 2.3 2.4 2.5 2.6 2.5 2.• 2 3. 2.2 2.1 I I I I I I I I I I NI 0'-4" C/C: 21'-2" ESR: 0'-0" ------------------------------------ LOADING CONDITIONS ------------------------------------ ( THE SHOWN VALUES ARE UN-FACTORED ) �,L LOAD. . : 388'.88 lb/ft H16 LIVE LOAD. . . : 159.37 lb/tt 122 .00 lb/ft'2 x 3' -2 1/4" 50.00 lb/ftA2 x 3' -2 1/411 ----------------------------------------- HAMBRO ------------------------------------------- it Thickness of the Slab. . . . . . . . . . . . . . . . . . . . . . . = 3 .00 in Lmeter Joist. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = No Ith of the Extension of the Slab. . . . . . . . . . . . . . . = 0.00 in :rete Density. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 145.00 lb/ftA3 )ression Resistance (f'c) . . . . . . . . . . . . . . . . . . . . . . = 3 .00 Ksi )osite Inertia. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 155.62 in^4 -Composite Loading. . . . . . . . . . . . . . . . . . . . . . . . . . . . . = DL = 41.24 PSF LL = 20.00 PSF _zontal Shear at the Interface. (Formula 2003) . = 141.71 lb/in ( 0.277) _ization of the Slab. . . . . . . . . . . . . . . . . . . . . . . . . . . = 0.096 >ence of 'high-chair, . . . . . . . . . . . . . . . . . . . . . . . . . . = No of Hambro (presence of reinforcing) . . . . . . . . . . = Double Hambro Joist. . . . . . . . . . . . . . . . . . . . . . . . . . . = No �can a msteel Mark : J7 *�\, Cogm Wn Project: 9350 NE 12 Avenue (Q00778) 03/24/14 06:48:57 ------------------------------------------- DEFLECTION ----------------------------------------- Allowed deflection under live load. . . . . . . . . . . . . . . . = 0.71 in (L/ 360) Calculated deflection under service live load. . . . . = 0.23 in (L/ 1133) NB: Hambro Deflection: Beam Formula * 1.3 with Composite Inertia - .15 * Steel Inertia Allowed deflection under total load. . . * * * * ' * . . . . . . oad. . : . . . . . . . . . . . . = 1.06 in (L/ 240) Calculated deflection under service total load. . . . = 0.36 in (L/ 702) Joist inertia. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 67.47 in'4 Required camber. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0.42 in Use of the joist. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ (Classroom) ------------------------- F O R C E S I N M E M B E R S [kips] ---------------------- (THE SHOWN FORCES ARE UN-FACTORED) (Fy = 50 Ksi U/N) (Eff. depth = 18.51 in) Left Reaction = 4 .13/ 0.00 kips Right Reaction = 4.13/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Eff.Throat-Ea.Side Remarks Top Chord 1.1 0.00 -2.81 Top Hambro 0 0.17 1.2 0.00 -2.81 do 0 0.17 0'-8" , 1.3 0.00 -4.6'- do 0 0.28 2'-0" 1.4 0.00 -6.45 do 0 0.39 do 1.5 0.00 -7.64 do 0 0.46 do 1.6 0.00 -6.24 Top Hambro 0 0.50 2'-0" Bottom Chord 2.1 0.00 0.00 LL 1.25 x .109 yy166 0.36 2'-1" 2.2 6.16 0.00 do yy166 0.57 1'-8" 2.3 9.69 0.00 do yy166 0.72 2'-01- 2.4 '-0"2.4 12.21 0.00 do yy166 0.81 do 2.5 13.72 0.00 do yy166 0.88 do 2.6 14.23 0.00 LL 1.25 x .109 yy166 0.91 2'-0" End Diagonal 3.1 6.32 0.00 RD 5/8 (40) z 142 0.69 2'-3" .185 - 0 7/8" Diagonal Towards End 4.1 3.40 0.00 RD 5/8 (40) z 106 0.37 1'-8" .185 - 0 3/4" 4.2 2.43 0.00 do z 106 0.26 do do 4.3 1.61 0.00 do z 106 0.18 do do 4.4 1.29 -0.23 RD 5/8 (40) z 106 0.14 1'-8" .185 - 0 3/4" Diagonal Towards Center 5.1 0.00 -3.62 RD 5/8 (40) z 96 0.76 1'-5 7/8" .185 - 0 3/4" 5.2 0.00 -3.40 do z 106 0.84 1'-8" do 5.3 0.00 -2.43 do z 106 0.60 do do 5.4 0.00 -1.61 do z 106 0.40 do do 5.5 0.23 -1.29 RD 5/8 (40) z 106 0.32 l'-8" .185 - 0 3/4" Secondary Web Member 7.1 0.00 -1.34 RD 5/8 (40) z 86 0.25 1'-4" .185 - 0 3/4" •�\-�canaMsteel Mark : J7 conwaaon Project: 9350 NE 12 Avenue (Q00778) 03/24/14 06:48:57 ------------------------------------ VIBRATION (ALLEN-MURRAY) --------------------------------- Maximum imposed peak acceleration in full height partition. . . . . . . _ (.5% a/g) Full height partition between floor. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ (.4% a/g) Demontable partition on all the surface. . . . . . . . . . . . . . . . . . . . . . . . . . _ (.67% a/g) Without partition. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ (1% a/g) Frequency. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 6.48 Hz. The vibration result is only for joist: - A rigid support is considered at each end of the joist. ------------------------------------------- BRIDGING ------------- ----------------------------- Maximum spacing between rows of bridging Lateral Supports @ Top Chord: Roll Bars spaced at 21' ' C/C (533 mm) . @ Bottom Chord: __> 1 Row(s) Minimum POSITION @ Bottom Chord 10' -5" Equally Spaced Bridging between Uplift Rows : No -------------------------------- ---------------------------------------------------------------- vl.18.0 Fabrication code unless noted -LL = 2 angles short legs back to Suck, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle The welding length of web members is calculated according to non continuous joints. It is shorter for continuous joints. Project no.: Q00778 Designer: Ian Yap Shop: Jacksonville [Production] 124 ( 110.14) / 130 ( 112.98) Area to Paint 23.73 ft2 Material Sort Cost 55(58) -77 (80) -25-22/11-124 (130) NNN,NNN ca n a msteel •� c°'�°'��'°" Project: 9350 NE 12 Avenue Mark: J8 (Q00778) 03/24/14 06:48:57 Project: 9350 NE 12 Avenue JOIST CALCULATION ACCORDING TO HAMBRO SPECIFICATIONS Mark : J8 (Hambro, Symmetrical,Parallel, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE I NI NI NI - 1 - I NI NI NI NI NI NI NI NI �I Z �I NI NI NI NI I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I 1 I I I I N I I I I I I I I I I I I I N I tit W O O O O O O O R O O cO m I I , I I I I I I I I I I I I I fV b N �q N 1 f`! (V <V I N I N I N p I lV 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.7 1.6 1.5 1.4 1.3 1.2 1.1 P N A- o , n b / / 2.1 2.2 2.3 2.4 2.5 2..: 2.; _2.F. 2.5 2.4 2.3 2.2 2.; .. 1 I I N I NI N I N I N I N I N I N I N I N I N 1 I OI �1 1 I I I .-yl MI y�l �1 ^O11 I MI �I ESL: 0'-4" C/C: 25'-7" ESR: 0'-0" --------------------------------------- LOADING CONDITIONS ------------------------------------ ( THE SHOWN VALUES ARE UN-FACTORED ) TOTAL LOAD. . : 451.15 lb/ft H16 LIVE LOT�D. . . : 184.90 lb/ft 122.00 lb/ftA2 x 3' -8 3/8" 50.00 lb/ft"2 x 3' -8 3/8" --------------------------------------------- HAMBRO ------------------------------------------- Total Thickness of the Slab. . . . . . . . . . . . . . . . . . . . . . . = 3 .00 in Perimeter Joist. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = No Length of the Extension of the Slab. . . . . . . . . . . . . . . = 0.00 in Concrete Density. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 145.00 lb/ftA3 Compression Resistance (f'c) . . . . . . . . . . . . . . . . . . . . . . = 3 .00 Ksi Composite Inertia. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 252.97 in-4 Non-Composite Loading. . . . . . . . . . . . . . . . . . . . . . . . . . . . . = DL = 41.24 PSF LL = 19.63 PSF Horizontal Shear at the Interface. (Formula 2003) . = 203.34 lb/in ( 0.443) Utilization of the Slab. . . . . . . . . . . . . . . . . . . . . . . . . . . = 0.140 Presence of 'high-chair, . . . . . . . . . . . . . . . . . . . . . . . . . . = No Type of Hambro (presence of reinforcing) . . . . . . . . . . = Use Double Hambro Joist. . . . . . . . . . . . . . . . . . . . . . . . . . . = No � ca n a rnsteel M c°�'°'!., Project: 9350 NE 12 Avenue Mark : J8 (Q00778) 03/24/14 06:48:57 ---------------------------------------- DEFLECTION ----------------------------------------- owed deflection under live load. . . . . . . . . . . . . . . . = 0.86 in (L/ 360) culated deflection under service live load. . . . . = 0.34 in (L/ 915) Hambro Deflection: Beam Formula * 1.3 with Composite Inertia - .15 * Steel Inertia owed deflection under total load. . . . . . . . . . . . . . . = 1.28 in (L/ 240) culated deflection under service total load. . . . = 0.54 in (L/ 567) st inertia. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 84.66 inA4 uired camber. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0.80 in of the joist. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (Classroom) ---------------------- F O R C E S I N M E M B E R S [kips] ---------------------- (THE SHOWN FORCES ARE UN-FACTORED) (Fy = 50 Ksi U/N) (Eff. depth = 18.37 in) Left Reaction = 5.79/ 0.00 kips Right Reaction = 5.79/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD Tension Compres. x = tied at mid-length Slend. Util. Length Eff.Throat-Ea.Side Remarks Top Chord 0.00 -4.38 Top Hambro 0 0.27 2'-3 1/2" 0.00 -4.38 do 0 0.27 0'-8" 0.00 -'.12 do 0 0.43 2' -C;" 0.00 -9.87 do 0 0.60 do 0.00 -11.94 do 0 0.72 do 0.00 -13.31 do 0 0.81 do 0.00 -14.00 Top Hambro 0 0.85 2'-0" Bottom Chord 0.00 0.00 LL 1.5 x .155 yy129 0.33 2'-3 1/2" 9.53 0.00 do yy129 0.52 1'-8" 14.83 0.00 do yy129 0.66 2'-0" 18.96 0.00 do yy129 0.76 do 21.90 0.00 do yy129 0.83 do 23.67 0.00 do yy 84 0.89 do 24.26 0.00 LL 1.5 x .155 yy 84 0.92 2'-0" End Diagonal 9.62 0.00 RD 11/16 (44) z 135 0.86 2'-5" .193 - 1 1/8" Diagonal Towards End 5.07 0.00 RD 11/16 (44) z 95 0.46 l'-8" .193 - 0 3/4" 3.95 0.00 do z 95 0.35 do do 2.82 0.00 do z 95 0.25 do do 1.81 0.00 do z 95 0.16 do do 1.81 -0.20 RD 11/16 (44) z 95 0.16 1'-8" .193 - 0 3/4" A agonal Towards Center 0.00 -5.21 RD 11/16 (44) z 86 0.79 l'-5 7/8" .193 - 0 3/4" 0.00 -5.07 do z 95 0.86 1'-8" do 0.00 -3.95 do z 95 0.67 do do 0.00 -2.82 do z 95 0.48 do do 0.00 -1.81 do z 95 0.31 do do 0.20 -1.81 RD 11/16 (44) z 95 0.31 1'-8" .193 - 0 3/4" Secondary Web Member 0.00 -1.44 RD 11/16 (44) z 77 0.20 1'-4" .193 - 0 3/4" f ca n a msteel• Mark : J8 Project: 9350 NE 12 Avenue (Q00778) 03/24/14 06:48:57 ------------------------------------ VIBRATION (ALLEN-MURRAY) --------------------------------- Maximum imposed peak acceleration in full height partition. . . . . . . = (.5°s a/g) Full height partition between floor. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (.4.72.- a/g) Demontable partition on all the surface. . . . . . . . . . . . . . . . . . . . . . . . . . = (.78% a/g) Without partition. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = (1.16$ a/g) Frequency. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 5.21 Hz. The vibration result is only for joist: - A rigid support is considered at each end of the joist. ------------------------------------------- BRIDGING -------- ---------------------------------- Maximum spacing between rows of bridging Lateral Supports @ Top Chord: Roll Bars spaced at 21" CIC (533 mm) . @ Bottom Chord: __> 2 Row(s) Minimum POSITION @ Bottom Chord 9' -5 5/8" 15' -9 3/8" Equally Spaced Bridging-; between Uplift Rows : No -------- -----------•--------------------------------------------------------------------------- vl.18.0 Fabrication code unless 'rioted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle The welding length of web members is calculated according to non continuous joints. It is shorter for continuous joints. Project no.: Q00778 Designer: Ian Yap Shop: Jacksonville [Production] 186 ( 148.70) / 197 ( 153.61) Area to Paint 33.55 ft2 Material Sort Cost 82 (87)-108(113) -25-26/13-186 (197) NNN,NNN