Loading...
RC-10-402 (3)Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756:8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING. PERMIT A'PLICATION. FBC20 Permit Type: BALDING Permit No. Master Permit No. BY: S OWNER: Name (Fee Simple Titleholder): Phone #: ©�r� �/ ) �� Address: vo c l CUrr3e FL City: M16- ∎ S l'reS State: Fes^ Zip: 33 Tenant/Lesse Name: Phone #: AO C— 731 ' 1°-? Email: edt 'il'd ter e9 CGVvy*ita /•. L, JOB ADDRESS: City: Miami Shores County: Miami Dade Folio/Parcel #: Is the Building Historically Designated: Yes NO CONTRACTOR: Company Name: /�4. tiJ °21 S7 Phone #: 3?-6 / Address: O ' -11V p, xf City: ,e '^-g State: c Zip: 56'Zr Qualifier Name: r o/ 1T12J Phone #: - 90 State Certification or Registration #: C L / 2 9 P 2.--° Certificate of Competency #: Contact Phone#: Email Address: ��'c' C DESIGNER: Architec,.,./Engineer: Phone #: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: DAd lress DAlteration ❑New ORepair/Replace Description of Work: I' Zip: Flood Zone: Jl) 0 ❑Demolition COLOR THROUGH ROOF TILE IS REQUIRED acknowledged by: ** * * * ** * * * * * * * * * * *M **** *******M *+b+M***F�eees ******** ***** * ********k **+Nd**+R+k************ Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ ' Notary $ Training/Education Fee $ Double Fee $ Structural Review $ 6d a h' CCF $ CO /CC $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE $ 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 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 will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved d, , a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before m�e this 1 > 9 day of 1. b , 2d� by 5i'fl who is personally known to me or who has produced As identification and wl�Qdlli lktrq )3th. NOTARY PUBLIC: �� •!!-I!/749 Sign: Print: My Commission Expires: Contractor IS The foregoing instrument was acknowledged before me this t day of , 20 IQ, by 1611-`111-1-5 PlArY,1Oi who is personally known to me or who has produced ia-4 as identification and who did take an oath. NOTARY PUBLIC: APPROVED BY (I °A be' Vey 4i, Plans Examiner A9 �- rc� Structural Review (Revised 07 /10 /07)(Revised 06 /10 /2009)(Revised 3/15/09)(rev6/4/10) Sign: Print: 411 thenl 411 ,ftril My Commission Expires: Alta r 411111111 /rmi nm�w U �� UZoning Clerk Planning and Zoning Criteria Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Folio Number:1132060171411 Owner's Name: DARIK & MARLENIS SMART Job Address: 540 GRAND CONCOURSE Miami Shores, FL 33138- Owner's Phone: (305)751 -8127 Total Square Feet: 1389 Total Job Valuation: $ 138,900.00 Contractor(s) KEITH JOHNSTON CONSTRUCTION Phone Primary Contractor (305)370 -5731 Yes 1 Planning and Zoning Criteria and Comments Approved: Yes Comments: 10/20/10 REVISED PLANS OK Date Approved: 10/20/2010: Yes o iU Miami Shores Village Building Department artment 1r�� 1,, 19050 N.E,2nd Avenue, Miami Shares, Florida 33138 .L`�- " Tel: (305) 795.2204 Fax: (305) 756 8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION FBC Permit T �U�LDI ROOFING Owner's Nam Fee Simple Titleholder) YVV: Ovyiier's Address � C i CGt, e City. lAt C�:t4A t S id S State Tenant/Les ee Name Email ' c e K\c c c crAcce c Job Address (where the work is being done) City Miami Shores Village County tymnvi- Permit No. Master Permit No. PC 1L 0 Phone tt 6 Gip Miami -Dade Phone # Zip FOLIO / PARCEL # Is Building Historically Designated YES NO V Flood Zone Contractor's Company Name Contractor's Address city s-'_ /6°'A ,Y77 oN5S iddlii loii e _ State /7 aliiier Name; e/f ��(r� State Certificate or Registration No. C6'C' / s// ? 2 Contact Phone `3&s -' -.� '-' 3'/ E -mail Zip ,F G -r Phone # A's-3?-0 --. Certificate of Coin ency No Se i4 Architect/Engineer's Name (if applicable) _;Phone # -. Value of Work For this Permit $ 5—CC- ;'` Square / Linear Footage Of Work Type of Work: °Addition Describe Work f _ 0 Alterati on U New S Vitt CS Repair/Replace [] Demolition .*** * * ** * * ** * * ** ** *l:*: ** **k*i.-** * *n ***** eec****F********k'k k**** * * **** * **S*9ch**. Submittal Fee $ Permit Fee $ Notary $ Scanning $ Double Fee $ Structural Review. Ski, 4.1' & *fir = j20, ar r lt47ES (t)rEr• 60'r+4 J7 -0,6`I 2 Training /Education Fee 5 Radon $ CCF S CO /CC $ DPBR $ Violation date: Technology Fee 5 Bond $ Total Fee Now Due $ See Reverse side -a 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 all laws regulating construction in this jurisdiction. I. understand that a separate permit must be secured for ELECTRICAL `YORK, PLUMBING. SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is aocurate and that all work :will be done in compliance with all applicable laws resiilating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOVICE .: OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IIVMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY B EFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to .Applicant; .4s a condition to the iss.t(ance of a building permit with an estimated value &r eding.$2SQO, the applicant rnast . promise in good faith that a copy of the notice ofcomimencement and construction lien law brochure will be delivered to the person whose property is subject to attachment: Also a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7).days after the building permit is issued..: in the absence of such posted notice th , inspection will not be apps nd-a.reinspectionfee wilt be charged. Signatur Owner or Agent E/Ifs' c ontractor The foregoitag instrument was ac owled .:ed before me this he foregoiz instrument was acknowledged before me y �L .14C- C , y r 7 y °y ( _ �ay of Z�y � '� '� da �o£ 2��!�� b �.: , � �� (�,��d� ����`.��t, eirs ail tzrs�v o me or who has produced who - iersonalry ovi Icy me or who has produced. J As identification and who did take an oath. ``�ri�t�tlu.o t rrrrr�t�rr /, deg "•'••. • /,��rrintilt���t��� NOTARY PURL C:. Sign: Print: My Commission Expires: A" k,k kk:k A'r;'k,4**:4:4 is> :;4*-k-k ;i ;4 if * ******'* APPROVED BY as identif 'eatioi`i and who did take an oath. • �i�y NOTA,I Y; 7r � ••. • - My Ct jiimi'ssidp °re TATE Q ** *. * ** * ** ** *k** A'::it;k A':i':4 *n*;-** ..4******** * **** ***** *** • A : Plans- Examiner • ')2)3 /'J2&J /e7 X 71-t7.1 cal Enrrineer (Revised 471D,a7)(Rcvised 00- iit /2UO9) Zoning Clerk checked Miami Shores vil lage 7° Building Departnieni 10050 N.E.2nd Miami Shores, Florid Tel: (305) 795.2204 Fax: (305) 7 Page 1 Building Critique Sheet rn Lief- le- 0/7-tevel- 4.ille,d venue 3313E 6.897' of 1 NM Ai Ili �,� —a�� PLOR N Permit No: 10- 0 Job Name , 2010 — 0 / low "44 5 1 Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 PERMIT #: � (C� Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT DATE: �+ V- 1 ❑ Contractor ❑ Owner ❑ Architect 9712-0S I E z 5- r- -p0ZzS Picked upsets of plans and (other) ''`f'eXL- c Address: j5 0 - ;� CCU+ C C���- C From the building department on this date in order to have corrections done to plans And /or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue •e ,- 1 process. V_____Acknowledged b / : Y i 4ipr/ ow' PERMIT CL RK INITIAL: RESUBMITTED DATE: /l1fra PERMIT CLERK INITIAL: 14)11q 1 ( d Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. !b - Z Job Name i'd• T Date taly,.1 �® STRUCTURAL CRITIQUE SHEET "lit- go* (4-a,9,1 611 al- chrmvl 0yin viala.'th e 2-l)398 . .- i l n Ati-k(tb-utto Permit No: 10- 4b.)- Job Name 1®-. iY , 2010 Miami Shores Village Building Department Building Critique Sheet i 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 IVliami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. /0 '402 Job Name .ir'�✓j�R �- Date 9/l41k' STRUCTURAL CRITIQUE SHEET J/eed Mesa %,, 44 4hem /2e f 02/14 t'eac ffeo <<%rtss shyr dL✓qj.) le dyer 6 -1 Qf 4.17e gle CO'h e o s Engineering Cover Sheet This cover sheet is provided as per Florida Statute 61015- 31.003 in lieu of signing and sealing each individual sheet. An index sheet of the truss designs is attached which is numbered and with the identification and date of each drawing. Engineer of Truss Design Package ORLANDO M. FORTUN. CONSULTING ENGINEERS, P.A. CIVIL, /STRUCTURAL P.E.- 22249 - EB- 00512 7220 S.W. 39Th.TERRACE MIAMI,FL. 33155 PHONE (305) 262 -6225 FAX (305) 262 -2014 Project Name: MR.D.SMART 540 GRAND CONCOURSE MIAMI SHORES,FLORIDA Building Authority: MIAMI SHORES,FLORIDA Design,Load: 30 + 15 + 0 + 10 PSF (ROOF) Building Code: FBC2007/TPI2002 /ASCE7 -05 Software Used: MiTek @20/20 200Q Ver.7.14 Project Engineer of Record: OCT oNani db Va' ifarrilan CONSULTING ENGINEE'S, E.A. • CIVIL / STRUCTURAI. P.E. 22249 7220 6.W. 39th TERR MIAMI, FLA, 33155 IEL - (305) 262 -6225 FAX - (305) 262 -2014 CONFORMS TO DESIGN CONCEPT CCNFORMS TO DESIGN CONCEPT W TH REVISIONS NOTED n NON - CONFORMING -- I•? ?,iiSE & RESIiPait .!IS SHOP DRAWING HAS BEEN REVIEWED FOR tiFh EHAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR /VENDOR OF RESPONSIBILITY FOR CONFORMANCE WTI' DESIGN DRAWINGS, SPECIFICATIONS, AND APPI_ICABLF CODE,, ALL F WHICH HAVE PRIORITY OVER THIS SHOP WI t By g/�- -;-. Date LP ROYAL TRUSS CORP. 9550 NW 79 AVE #5 HIALEAH, FL 33016 Phone: 305-822-0020/21 Fax: 305 -822 -0029 i To: Reaction Summary Job Number: Page: 1 Date: 10 -06 -2010 - 9:03:09 AM Project ID: 6-9-10 Project: Block No: Model: Lot No: Conta� t: Site: Office: Deliver To: Account No: Designer: Eddie Davis Salesperson: Quote Number: Nye: Phone: Fax Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: , 2 CJ4 21 lbs. each 4 - 1 - 7 MONO TRUSS 1- 8- 5 2.12 0.00 Joint 6 Joint 2 Joint 3 Joint 5 0 Ibs. 464 lbs. 3 lbs. 30 lbs. -412 lbs. -5 lbs. r ---_ -- u 2 CJ6 30 lbs. each 6 - 11 - 6 MONO TRUSS 2- 2- 5 2.12 0.00 Joint 6 Joint 2 Joint 3 Joint 5 0 lbs. 556 lbs. 281 Ibs. 84 lbs. -440 lbs. -273 lbs. ..m .....� 2 CJ9 38 lbs. each 9 - 9 - 5 MONO TRUSS 2 - 0 - 14 2.12 0.00 Joint 1 Joint 6 437 lbs. 891 lbs. -254 lbs. -590 lbs. 2 CJ9A 47 lbs. each 9 - 9 - 5 MONO TRUSS 2 -8 -5 2.12 0.00 Joint 9 Joint 2 Joint 7 0 lbs. 744 lbs. 843 lbs. -528 lbs. - 5461bs. 12 Fl 70 lbs. each 14 - 9 - 0 SPECIAL TRS 1 - 6 - 0 0.00 0.00 Joint ! Joint 7 819 Ibs. 819 lbs. "1 \ \Im1 %I!I' 2 F3 681bs. each 14 - 9 - 0 SPECIAL TRS 1- 6- 0 0.00 0.00 Joint 1 Joint 7 795 lbs. 795 lbs. i i MINI %t r 3 (1) 3 -Ply F4X 70 lbs. each 14 - 9 - 0 SPECIAL TRS 1- 2- 8 o.00 0.00 Joint 1 Joint 7 2701 lbs. 2701 Ibs. i -...�i.:.._�i1c,..1��r 8 F4XX 39 lbs. each 5 - 8 - 0 FLAT GIRDER TP, 1- 6- 0 0.00 0.00 Joint 8 Joint 3 Joint 6 303 lbs. 572 lbs. 6 lbs. „` �1 L u 2 (I) 2 -Ply F4XXX 81 lbs. each 14 - 9 - 0 2X4/2X6 SPECIAL TRS 1- 6- 0 0.00 0.00 Joint 1 Joint 7 21121bs. 21121bs. -11�.-Ir.��+INM AII'I.i�Ir 1 - - U 3 F5 27 lbs. each 5 - 8 - 0 FLAT GIRDER TR 1 -6 -0 0.00 0.00 Joint5 Joint3 320 Ibs. 318 lbs. 1 -.0110,,1y,Ir.- 2 (1) 2 -Ply H1 53 lbs. each 11- 4 - 0 2X4/2X6 HIP 2 -0 -6 3.00 0.00 Joint2 Joint6 21771bs. 38461bs. -1797 lbs. -2571 Ibs. - O - N . CO _____- 1 H2 95 lbs. each 22 - 4 - 0 HIP 3- 0- 10 3.00 0.00 Joint 1 Joint 6 11801bs. 1416 lbs. -709 lbs. -1192 lbs. _J o 1 n ri ¢ x n a 5 1 H2A 95 lbs. each 22 - 4 - 0 HIP 3- 0 -10 3.00 0.00 Joint 2 Joint 7 14161bs. 11801bs. -1192 lbs. -709 lbs. E L N ,, i .- w V--- N Lo f N 9 _ l I I ��" 1 HG1 401bs. each 9 - 4 - 0 t� 1 -6 -10 3.00 0.00 Joint 2 Joint 5 7871bs. 787 lbs. -827 lbs. -827 lbs. O / t> ACV ��� �' N o 4 (2) 2 -Ply HG2 99 lbs. each 22 - 4 - 0 HIP 2 - 6 -10 3.00 0,00 Joint 1 Joint 7 1-- 2385 lbs. 26221bs. -1574 lbs. - 20571b5. (cd } o ) CD LL, 14 Jl 7 Ibs. each 2 - 0 - 0 JACK 1 - 0 - 10 3.00 0.00 Joint 2 Joint 3 3121bs. 2331bs. -600 Ibs. -86 lbs. dap d , ' � 2 J1A 1 lbs. each 1 - 0 - 0 MONO TRUSS 0 -6 -10 3.00 0.00 40 lb . Joint 0b2 40 Ibs. 40 lbs. ` 1 `- °' ° •' -36 lbs. - 41lbs. r 1 J2 16 Ibs. each 4 - 6 - 8 MONO TRUSS 1 -11 - 4 3.00 0.00 Joint 2 Joint 3 .. Jo . 4 498 lbs. 1201 4.P. lbs. -703 lbs. -551 Iii 13 _ J3 12 lbs. each 3 - 0 - 0 MONO TRUSS 1 -6 -10 3.00 0.00 Joint2 Jo'. .. 451 lbs. 951. -730 lbs. 4 lbs. 2 J3A 9lbs. each 3 - 0 - 0 MONO TRUSS 1- 0- 14 3.00 0.00 Joint 1 Joint 2 Joint 3 138 lbs. 113 lbs. 25 lbs. - 841b5. -118 lbs. J U ROYAL TRUSS CORP. 9550 NW 79 AVE #5 HIALEAH, FL 33016 Phone: 305-822-0020t21 Fax: 305-822-0029 . TO. Reaction Summary Job Number: Page: 2 Date: 10-06- 2010 - 9:03:09 AM Project ID: 6 -9 -10 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: Account No: Designer: Eddie Davis Salesperson: Quote Number: Name: Phone: Fax: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: ■ 6 J5 18 lbs. each 5 - 0 - 0 MONO TRUSS 2- 0 -10 3.00 0.00 Joint 2 Joint 3 Joint 4 517 lbs. 1471bs. 45 lbs. -705 lbs. -90 lbs. c.:::_--____.- LI ■ 2 J5A 15 lbs. each 5 - 0 - 0 MONO TRUSS 1- 6 -14 3.00 0.00 Joint 1 Joint 2 Joint 3 248 Ibs. 203 lbs. 45 lbs. - 1531bs. -208 lbs. • 2 J5B 18 lbs. each 4 - 11 - 0 MONO TRUSS 2 -0 -6 3.00 0.00 Joint 2 Joint 3 Joint 4 514 lbs. 142 lbs. 44 Ibs. -704 lbs. -84 lbs. J 10 J7 24 lbs. each 7 - (I - 0 MONO TRUSS 2- 6- 10 3.00 0.00 Joint 2 Joint 3 Joint 4 610 lbs. 254 lbs. 65 lbs. -732 lbs. -210 lbs. 2 (1) 2 -Ply T1 43 lbs. each 9 - 4 - 0 2X4/2X6 KINGPOST 1 - 11 - 10 3.00 0.00 Joint 1 Joint 3 3282 lbs. 1439 lbs. 2021 lbs. -1256 lbs. 1 T2 89 lbs. each 22 - 4 - 0 COMMON 3- 7- 2 3.00 0.00 Joint 2 Joint 6 1416 lbs. 118011,s. 4173 lbs. - 6901bs. �� os""' 5 T2A 92 lbs. each 22 - 4 - 0 COMMON 3- 7- 2 3.00 0.00 Joint 2 Joint 6 1404 lbs. 1404 lbs. -1148 Ibs. -1148 lbs. „miliallfti 1 T2B 67 lbs. each 15 - 1- 8 COMMON 3- 7- 2 3.00 0.00 Joint 2 Joint 6 1035 lbs. 788 lbs. -950 lbs. -465 lbs. - OCT 067010 CONSULTING ENGINE PA. IVILIS 'UCT. L P...22 9 W. 39th TERR MIAMI, FLA, 33155 .1 ) 262 -0225 FAX - (305) 262 -2014 'Job 6 -9 -10 Truss CJ4 Truss Type MONO TRUSS Qty 2 Ply 1 Royal Truss Corp, Hialeah Gardens, FL 33016 4 1-7 0 1 - 2-9-16 2-9-16 Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:27 2010 Page 1 4-1 -7 2.12 Fr 4-1 -7 ( 3x5 I) 3 4-2 -16 4-2 -16 LOADING (psf) TCLL 30.0 TCDL 16.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2007/TPI2002 CSI TC 0.84 BC 0.04 WB 0.00 (Matrix) DEFL in (loc) Udefl Vert(LL) 0.00 2 Vert(TL) -0.01 2-5 >999 Horz(TL) 0.14 6 n/a L/d 240 240 n/a Scale = 1:15.E ( PLATES GRIP MT20 244/190 Weight: 22 Ib 0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 4 -1 -7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib/size) 2 =465/0 -11-5 (min. 0 -1-8), 3=- 4/Mechanical, 6 =31 /Mechanical, 60/0 -1-8 (min. 0 -1-8) Max Horz 2 =79(LC 2) Max Uplift2=- 411(LC 2), 3 =-4(LC 1) Max Gray 2= 465(LC 1), 3 =3(LC 2), 5 =31(LC 1) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =26ft; Cat.11; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) Refer to girder(s) for truss to truss connections. 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 411 Ib uplift at joint 2 and 4 Ib uplift at joint 3. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.600in. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -7 =-90 Trapezoidal Loads (plt) Vert: 7= 0(F =45, B=45)to- 3=- 95(F =-3, B =-3), 2=- 2(F =9, B=9)-to-4=-21(F=-1, B= -h) 0 C T 0 6 7lpn r[ninr, Cu CONSULTING CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 50th TERR MIAMI, FLA, 33155 I R (50) 262 -0225 FAX - (305) 262-2 014 Job 6 -9 -10 Truss CJ6 Royal Truss Corp, Hialeah Gardens, FL 33016 O 2-9-16 Truss Type Qty Ply MONO TRUSS 2 1 Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:28 2010 Page 1 2-9-16 44-16 6 -11-6 4-0-15 2-10-6 2.12 12 3x5 �J 3 7-0-14 7-0-14 LOADING (pst) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2007/TPI2002 CSI TC 0.82 BC 0.21 WB 0.00 (Matrix) DEFL in (loc) Udefl L/d Vert(LL) 0.00 2 ---- 240 Vert(TL) -0.14 2-5 >557 240 Horz(TL) 0.08 6 n/a n/a Scale = 1:21.1 PLATES GRIP MT20 244/190 Weight: 31 Ib LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 6 -11-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2= 556/0 -11-5 (min. 0 -1-8), 3= 281 /Mechanical, 5= 85/0 -3-8 (min. 0 -1-8), 6= 0/0 -1-8 (min. 0 -1-8) Max Horz 2= 145(LC 2) Max Uplift2=- 440(LC 2), 3 =- 273(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL =5.0psf; h =25ft; Cat. II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) Refer to girder(s) for truss to truss connections. 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 440 Ib uplift at joint 2 and 273 Ib uplift at joint 3. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.SOOin. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1 -7 =-90 Trapezoidal Loads (plf) Vert: 7= 0(F =45, B=46)-to-3=-169(F=-35, B =-35), 2=- 2(F =9, B =9)- to- 4=- 38(F =-8, B =-2)' OCT 0 6 main oo rtcal '1..I'© ratio Li.1G� CONSULTING ENGINE^ ': , CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TEXR MIAMI, FLA, 33155 FEL - (305) 262 -6225 FAX - (305) 262 -2014 Job 6 -9 -10 Truss CJ9 Truss Type MONO TRUSS Qty 2 Ply 1 Royal Truss Corp, Hialeah Gardens, FL 33016 5-5-15 Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:28 2010 Page 1 9-9-5 6-5-16 2.12 FIT 43-6 Scale = 1:19.3 2x4 11 3 3x4 = 5-5-15 2x4 11 9-9-5 6 5 3x5 = 5.6-15 444 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2007/TPI2002 CSI TC 0.59 BC 0.50 WB 0.58 (Matrix) DEFL in (loc) 1/defl Vert(LL) 0.11 1 -7 >999 Vert(TL) -0.15 1 -7 >728 Horz(TL) 0.03 6 n/a Lid 240 240 n/a PLATES GRIP MT20 2441190 Weight: 39 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BOT CHORD REACTIONS (Ib /size) 1 =438/0 -11-5 (min. 0 -1-8), 6= 892/Mechanical Max Horz 1 =198(LC 2) Max Uplift1 =- 263(LC 2), 6=- 590(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 1758/1001 BOT CHORD 1 -7 =- 1160/1710, 6-7=-1160/1710 WEBS 2-6 =- 1759/1193, 3-6 =379/342 NOTES 1) Wind: ASCE 7 -06; 146mph (3- second gust); TCDL= 5.0psf; BCDL =5.0psf; h =25ft; Cat. II; Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253 Ib uplift at joint 1 and 690 Ib uplift at joint 6. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Structural wood sheathing directly applied or 4-3-10 oc purlins. Rigid ceiling directly applied or 6-4-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. OO frf Cry o co '` CONSULTING ENGINE -75, FA. CIVIL / STRUCTURAL FE. 22249 72 20 S.W. 39th TERZ MIAMI, FLA, 33155 6. P C enclosed; 05) 262 -6225 FAX - (305) 252 -2014 i LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase=1.00 Trapezoidal Loads (plf) Vert: 1=- 8(F =41, B=41)-to-3=-217(F=-63, B =-63), 3=- 157(F =-63, B=-63)-to-4=-163(F=-66, B =- 66),1 =- 2(F =9, B =9)to- 5=- 50(F = -15, B = -15) OCT 0 6 2010 Job 6 -9 -10 Truss CJ9A Truss Type MONO TRUSS Qty 2 Ply 1 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:28 2010 Page 1 1 - 2.9-16 2-9-16 6-5-15 5.6-15 2.12 12 9-9-6 43.6 Scale = 1:25.6 2x4 I) 4 5 5.5-15 6-5-16 9.9-6 43-6 LOADING (psf) TCLL 30.0 TCDL 16.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2007/TPI2002 CSI TC 0.82 BC 0.61 WB 0.48 (Matrix) DEFL in (Ioc) I/defl Vert(LL) 0.08 7-8 >999 Vert(TL) -0.14 7-8 >799 Horz(TL) 0.09 9 n/a Ud 240 240 n/a PLATES GRIP MT20 244/190 Weight: 47 Ib LUMBER TOP CHORD 2 X 4 SYP No2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No2ND REACTIONS (I M M BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 54-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. b /size) 2= 745/0 -11-5 (min. 0 -1-8), 7 =843 /Mechanical, 9= 0/0 -1-8 (min. 0 -1-8) ax Horz 2=237(LC 2) ax Uplift2 =- 527(LC 2), 7=- 545(LC 2) FORCES (Ib) - TOP CHORD BOT CHORD WEBS Max. Comp./Max. Ten. - All forces 260 (Ib) or less except when shown. 2-3 =- 1461/729 24=- 884/1409, 7- 8= 484/1409 3- 7=- 1449/910, 4-7 =- 391/353 orrdi°an'do ran. rrt::��r� CONSULTING ENGINE':T 3, 1'1'. CIVIL / STRUCTURAL RE, 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 NOTES i! TEL - (305) 262 -6225 FAX - (305) 262 -2014 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL =5.0psf; h =25ft; Cat. I Ex C; enclosed' C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 % fi l (1 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 527 Ib uplift at joint 2 and 545 Ib uplift at joint 7. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase =1.00 Uniform Loads (pli) Vert: 1 -10 =-90 Trapezoidal Loads (plf) Vert: 10= 0(F =45, B=45)to- 4=- 217(F =43, B =-63), 4=- 157(F =-63, B =- 63)to- 5 =- 163(F =-66, B =-66), 2 =- 2(F =9, B=9)-to-6=-49(F=-15, B = -15) Job 6 -9 -10 Truss F1 Truss Type SPECIAL TRS Qty 12 Ply 1 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:29 2010 Page 1 3-2-4 �..3.� 3-2-4 6x6 = 1 3x4 = 2 6-4-8 8-4-8 11-5 -0 14-9-0 1 3-2-4 2-0-0 3-0-8 3-4-0 2x4 11 3 2x4 1 1 3x4 = 3x4 = 4 5 6 Scale = 1:29.2 6x6 = 7 14 2x4 I) 13 4x5 = 12 3x4 = 11 3x4 = 10 3x4 = 9 4x5 = 3-2-4 6.4-8 8-4-8 11-6-0 14-9 -0 3-2-4 3-2-4 2-0-0 3-0-8 3-4-0 8 2x4 II LOADING (psf) TCLL 40.0 TCDL 40.0 BCLL 0.0 BCDL 6.0 SPACING 1-4-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.47 BC 0.62 WB 0.67 (Matrix) DEFL in (Ioc) I/defl L/d Vert(LL) -0.0910 -11 >999 240 Vert(TL) -0.2410 -11 >726 240 Horz(TL) -0.06 7 n/a nla PLATES GRIP MT20 Weight: 71 Ib 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3 -7 -1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib /size) 1= 819/0 -3-8 (min. 0 -1-8), 7=819/0-3-8 (min. 0 -1-8) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 1662/0, 2-3=-2400/0, 3-4=-2400/0, 4-6 =- 2400/0, 5-6 =- 2400/0, 6 -7 =- 1699/0 BOT CHORD 12 -13 =0/ 1652,11 -12= 0/1652,10 -11= 0/2400, 9- 10= 0/1699 WEBS 1- 13=0/1643, 2 -13 =- 614/0, 2 -11 =0/800, 3 -11 =- 268/0, 4 -10 =- 256/0, 6- 10=0/754, 6- 9= 406/0, 7- 9= 0/1669 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Provide adequate drainage to prevent water ponding. 2) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.SOOin. LOAD CASE(S) Standard OCT 0 0 nfn orrHan(dlo cm� CONSULTING ENGINE_ ), CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (300) 262 -6225 FAX - (305) 262 -2014 Job 6 -9 -10 Truss F3 Truss Type SPECIAL TRS Qty 2 Ply 1 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:29 2010 Page 1 0-1.8 , 3-2.4 6-4-8 8-4-8 11-5-0 14-9-0 1 'y'• , y 3-0-12 3-2-4 2-0-0 3-0-8 3-4-0 k=. 0-1-8 Scale =1 :28.11 6x8 - 3x4 = 2x4 11 2x4 11 3x4 = 3x4 = 6x6 - 1 2 3 4 5 6 7 Cal M If C. 1 ICCZ w! w MI i• w r w — — NM r 14 13 12 11 10 9 8 2x4 11 4x5 - 3x4 = 3x4 = 3x4 = 4x5 - 2x4 II I 3.2-4 6-4-8 8-4-8 11-5-0 14-9-0 1 -0 I ( 3-2-4 3-2-4 2-0-0 3-0-8 3.4-0 (-3� Plate Offsets (X,Y) [1:0-34,0-3-0) LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.08 10 >999 240 MT20 244/190 TCDL 40.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.22 10 >780 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) -0.06 7 n/a n/a BCDL 6.0 Code FBC2007/TPI2002 (Matrix) Weight: 69 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 3 -7 -7 oc BOT CHORD 2 X 4 SYP No.2ND purlins, except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 7= 796/034 (min. 0-1-8), 1=796/0-3-8 (min. 0 -1-8) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 145110, 23=- 2258/0, 3.4=2258/0, 4-5 =- 2268/0, 6-6 =- 2258/0, 6 -7 =- 1644/0 BOT CHORD 12 -13 =0/ 1451,11 -12 =0/1451,10 -11= 0/2258, 9- 10= 0/1644 WEBS 1 -13 =0/1598, 2 -13=- 654/0, 2 -11= 0/863, 3 -11 =- 281/0, 6 -19=0/661, 6-9= 478/0, 7- 9= 0/1615 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Provide adequate drainage to prevent water ponding. 3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.600in. LOAD CASE(S) Standard OCT 0 6?ow -; OOffia m i©O m„ ; ;,11 CONSULTING ENGINF I CIVIL / STRUCTURAL PE, 22249 7220 S.W. .59th TERR MIAMI, FLA, 33155 -I_ 13J5) 202 (o2'20 -AX - (005) 202 -2014. Job 6 -9 -10 Truss F4X Truss Type SPECIAL TRS Qty 1 Ply 3 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:30 2010 Page 1 3-2-4 6-4-8 8-4-8 11-6-0 14-9-0 1 3-2-4 I 3-2-4 I 2-0-0 1 3-0-8 3-4-0 cuc Scale = 1:29.2 6x10 = 3x5 = 2x4 II 3x4 = 3x4 = 3x5 = 6x10 = 1 2 3 4 5 6 7 Io ■ ! ° 6 �� Mad iMINII II w r `l 14 13 12 11 10 9 8 3x4 II 4x10 = 3x6 = 3x8 = 3x5 = 4x10 = 3x4 II I 3-2-4 6-4-8 8-4-8 11-5-0 14-9-0 I 3-2-4 I 3-2-4 I 2-0-0 I 3-0-8 I 3-4-0 Plate Offsets (X,Y)• [1:04- 8,03 -0], [7:0- 3- 8,0 -3-0], [9:04- 8,0 -2 -0], [13:0- 3- 8,0 -2 -0] LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.16 10 -11 >999 240 MT20 2441190 TCDL 40.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.42 10 -11 >416 240 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) -0.09 7 n/a n/a BCDL 6.0 Code FBC2007/TP12002 (Matrix) Weight 211 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 2 X 4 SYP No.2ND "'Except* purlins, except end verticals. 8 -12:2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib /size) 1=2701/0-3-8 (min. 0 -1-8), 7 =2701/034 (min. 0 -1-8) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 2=- 7032/0, 2-3=-10189/0, 3-4=-10189/0, 4- 5=- 10245/0, 6-6=- 1024510, (; 1 COCCI] ?�'� Iflfll u LO OT 6- 7=- 7171/0 VV BOT CHORD 13- 14= 0/718, 12- 13= 0/7032 ,11-12= 0/7032,10 -11= 0/10245, 9-10 = 0/7171, E 8-9 =0/843 I ;¢ `0N5ULTING ENGINE -" -,!:f'.. CIVIL I STKUCTURAL WEBS 1- 13= 0/6694, 243 = 4001/0, 2- 11= 0/3285, 341 =412/0, 4- 10=- 866/0, FE. 22249 6- 10= 0/3210, 6-9=- 1998/0, 7 -9= 0/6684 7220 5.IN. 39th TERR MIAMI, FLA, 33155 NOTES _ ,J 1 EI_ (305) 202 0225 FAX - (305) 262 -2014 1) 3 -ply truss to be connected together with 10d (0.148 "x31 nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 04-0 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. 3) Provide adequate drainage to prevent water ponding. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1 -7 =367, 8 -14= -7 Job Truss Truss Type Qty Ply 6 -9 -10 F4XX FLAT GIRDER TR 8 1 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 6-8-0 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09 :01:30 2010 Page 1 8-4.0 6.8.0 5x6 = 2x4 11 3x6 11 2 3 2-8.0 3x4 = 4 8 2x4 11 6-2-5 I naa ( Scale = 1:16.7 LOADING (psf) TCLL 40.0 TCDL 40.0 BCLL 0.0 BCDL 5.0 SPACING 1-4-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code FBC2007/TPI2002 CSI TC 0.90 BC 0.18 WB 0.15 (Matrix) DEFL in (ioc) Udefl Vert(LL) -0.03 7 >999 Vert(TL) -0.08 7 >881 Horz(TL) 0.11 6 n/a Lid 240 240 n/a PLATES GRIP MT20 244/190 Weight: 39 Ib LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 *Except* 1-8:2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 6-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib/size) 8= 304/0 -3-8 (min. 0 -1-8), 3= 573/0 -3-8 (min. 0 -1-8), 6 =6 /Mechanical FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8= -279/0 BOT CHORD 7-8 =0/286 WEBS 1- 7= -294/0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Provide adequate drainage to prevent water ponding. 2) Refer to girder(s) for truss to truss connections. 3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard OCT 0 6 2010 )14_ M rz 'WJ 1 r 40M1 ;. ffriti% , M Job 6 -9 -10 Truss F4XXX Truss Type SPECIAL TRS Qty 1 PIy 2 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:31 2010 Page 1 3-2-4 6-4-8 8-4-8 11-5-0 14-9-0 1 3-2-4 I 3-2-4 I 2-0-0 I 3-0-8 3-4-0 oUgi Scale = 1:29.2 7x10 — 3x5 = 2x4 1] 2x4 I) 3x4 = 3x4 a 7x10 - 1 2 3 4 5 8 7 „ „ I3 :`91 `4 ':'1.■■•.-.1-"T4111411,131111111■■ -- �i e- II Y 11 14 13 12 11 10 9 8 3x5 Il 4x10 = 4x6 = 3x5 = 3x4 = 4x10 - 3x5 I) Q- 3-2-4 8-4-8 8-4-8 11-6-0 14-9-0 1 C3 8 3-2-4 I 3-2-4 I 2-0-0 I 3-0-8 I 3-4-0 Plate Offsets (X,Y) [1:03- 8,Edge], [7 :0- 3- 8,Edge], [9:0- 3- 8,0 -2 -0], [13:0- 3- 8,0 -2 -0] LOADING (pst) SPACING 1.4-0 CSI DEFL in (Ioc) Udefi L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.85 Vert(LL) -0.12 10 -11 >999 240 MT20 244/190 TCDL 40.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -0.31 10 -11 >561 240 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) -0.08 7 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 163 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc BOT CHORD 2 X 6 SYP No.2ND purlins, except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib/size) 1= 2112/034 (min. 0 -1-8), 7= 2112/034 (min. 0 -1-8) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-14=0/421, 1-2=-4404/0, 2-3=-6384/0, 311=- 6384/0, 4-5 =- 6384/0, OCT 0 6 ?010 5- 6= 4384/0, 6 -7 =- 4513/0, 7-8 =0/449 BOT CHORD 13- 14= 0/444,12-13 =0/ 4404,11-12= 0/4404,10-11= 0/6384, 940 = 0/4513, ` ! (C-1) f r' 1 Ir'1 o ran o I C ' ram M.' 8-9 =0/484 i'QNSULTING ENGINE —,, FA. WEBS 1 -13 =0/4222, 2 -13 =- 976/0, 2 -11 =012100, 3 -11 =- 270/0, 4 -10=- 261/0, CIVIL / STRUCTURAL 640 = 0/1995, 6-9= -960/0, 7- 9=0/4273 ; RE. 22249 NOTES .1? W ,19th iERR MIAMI, FLA, 33155 1) 2 -ply truss to be connected together with 10d (0.148 -x3 ") nails as follows: (r ° l ° °°° 225 FAX (305) 262 2014 Top chords connected as follows: 2 X 4 -1 row at 0 -9-0 oc. -- Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) All Toads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. PIy to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Provide adequate drainage to prevent water ponding. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-7=-107, 8- 14=- 186(F= -179) Job 6 -9 -10 Truss F5 Truss Type FLAT GIRDER TR Qty 3 Ply 1 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:32 2010 Page 1 68-0 8.4-0 4x5 = 5-8-0 2-8-0 2x4 11 2 5 2x4 11 68-0 4x5 = 5-8-0 Scale = 1:12.5 LOADING (psf) TCLL 40.0 TCDL 40.0 BCLL 0.0 BCDL 5.0 SPACING 1-4-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code FBC2007/TPI2002 CSI TC 0.59 BC 0.07 WB 0.01 (Matrix) DEFL in (loc) Udefl Ltd Vert(LL) -0.03 4 >999 240 Vert(TL) -0.08 4 >813 240 Horz(TL) 0.02 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 27 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc BOT CHORD 2 X 4 SYP No.2ND purlins, except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib/size) 5= 321/0 -34 (min. 0 -14), 3= 318/0 -34 (min. 0 -1-8) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5= -304/0 NOTES 1) Provide adequate drainage to prevent water ponding. LOAD CASE(S) Standard MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. OCT 0 6 7010 CONSULTING ENGiNF °. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Job 6 -9 -10 Truss H1 Truss Type HIP Qty 1 Ply 2 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:32 2010 Page 1 a -2-0-0 2.0-0 4-114 3.00 12 4-11-0 5x6 = 3 6-5-0 1-6-0 11-4-0 5x6 =4x5 4 5 4-11-0 Scale = 1:23.7 4-11-0 4.11-0 I 6.50 1-6-0 11-4 -0 4-11-0 0 I' LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase t33 Rep Stress Incr NO Code FBC2007/TPI2002 CSI TC 0.81 BC 0.63 WB 0.41 (Matrix) DEFL in (loc) Udefl L/d Vert(LL) 0.18 7 >708 240 Vert(TL) -0.26 7 >496 240 Horz(TL) 0.04 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 108 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc BOT CHORD 2 X 6 SYP SS purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6 -11-8 oc bracing. REACTIONS (lb /size) 6= 3847/0 -8-0 (min. 0 -2.4), 2 =2177/0 -8-0 (min. 0 -1-8) Max Horz 2 =109(LC 2) Max Upiift6 =- 2571(LC 2), 2 =- 1797(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 260 (lb) or Tess except when shown. TOP CHORD 2-3 =4028/3819, 3.4=- 7527/5086, 4-6 =- 7626/5078, 5- 6=- 9542/6403 BOT CHORD 2-9 =- 3632/5781, 8-9 =- 3684/5814, 7- 8= 4149/9203, 6- 7=- 6149/9203 WEBS 3-9=- 265/416, 3-8 =- 1717/2368, 4- 8=- 1121/1619, 5 -7 =- 1770/2715, 5-8 =- 2891/2004 OCT 0 6 2010 ogizA L_TING ENGINF -7 FA,. VII_ / STRUCTURAL f;F, 22249 NOTES 1) 2 -ply truss to be connected together with 10d (0.148 "x3 ") nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0 -9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 -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. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; Cat. II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 5) Provide adequate drainage to prevent water ponding. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2571 Ib uplift at joint 6 and 1797 lb uplift at joint 2. 7) Girder carries tie -in span(s): 3-6-0 from 0 -0-0 to 7 -1-8; 22-4-0 from 7 -1-8 to 11-4-0 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2386 Ib down and 1690 Ib up at 7 -1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 a9th TERM MIAMI, FLA, 33155 -- ._'F, FAX - (305) 262-2014 Job 6 -9 -10 Truss H1 Truss Type HIP Qty 1 Ply 2 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:33 2010 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plf) Vert: 1- 3 =-90, 3- 4=-90, 4- 6 =-90, 2- 7=- 43(F = -23), 6-7=-661(F=-641) Concentrated Loads (lb) Vert: 7=- 2386(F) OCT 0 6 7010 CONSULTING ENGINE. CIVIL / STRUCTURAL RE. 22249 7220 5.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Job 6 -9 -10 Truss H2 Truss Type HIP Qty 1 Ply 1 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:33 2010 Page 1 6-0-8 9-0-0 13-4-0 173-8 22-4 -0 24 4-0 I 6-0-8 I 3 -11-8 I 4-4-0 I 3 -11-8 I 6-0-8 I 2-0-0 I Scale = 1:42. 3.00 171F 5x6 = 5x6 = 3 4 • 2x4 . 2x4 v 2 �• 5 P 1;4": 1 N v 1 r /M"'' 6 d � mi CV 10 9 8 3x8 3x8 3x8 = 3x5 = 3x4 = 9-0-0 13-4-0 22-4-0 ( I I 9-0-0 440 9-0-0 Plate Offsets (X,Y): [1:0 -53,0 -1-81, 13:0- 3 -0,0 -2 -121, X6:0- 53,0 -1-81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.51 Vert(LL) 0.32 8 -10 >809 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.77 Vert(TL) -0.60 1 -10 >437 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.14 6 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 96 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND "Except" TOP CHORD Structural wood sheathing directly applied or 2-8 -2 oc 4 -7: 2 X 4 SYP SS purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 3 -11-9 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 1 =1180/0 -8-0 (min. 0- 1 -10), 6= 1417/0 -8-0 (min. 0 -1 -15) Max Horz 1 =-93(LC 2) Max Uplift1=- 709(LC 2), 6=- 1191(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =3530/2207, 2-3=-2914/1759, 3-4=-2765/1744, 4- 5=- 2877/1684, 5-6=-3404/1922 BOT CHORD 1 -10=- 1974/3368, 9- 10=- 1396/2735, 8- 9=- 1396/2735, 6- 8=- 167413224 WEBS 2- 10= 428/536, 3-10=- 78/306, 4- 10 =- 227!267, 4.8 =0/266, 5- 8=- 513/291 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL =5.0psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 709 Ib uplift at joint 1 and 1191 lb uplift at joint 6. OCT 0 6 2010 LOAD CASE(S) Standard orlon -To rIn , CONSULTING ENGINI CIVIL / STRUCTURAL { 5E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 1 EL - (305) 262 -6225 FAX - (305) 262 -2014 i Job Truss Truss Type Qty Ply 6 -9 -10 H2A HIP 1 1 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 -2-0-0 2-0-0 3.00 I 12 9-0-0 3-11 -8 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:34 2010 Page 1 13-4-0 17-3-8 22-4 -0 5x6 = 4-4-0 5x6 = 3-11 -8 6-0-8 Scale = 1:43. 9-0-0 13-4-0 22-4.0 9-0-0 4-4-0 9-0-0 [ 8 Plate Offsets (X,Y). [2:0- 5- 3,0 -1-8], [4:0 -3 -0,0 2 -12], [7:0- 5.3,0 -1-8] LOADING (psf) TCLL 30.0 TGDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.51 BC 0.77 WB 0.20 (Matrix) DEFL in (Ioc) 1/defl Vert(LL) 0.33 8 -10 >793 Vert(TL) -0.60 7-8 >436 Horz(TL) 0.14 7 n/a L/d 240 240 n/a PLATES GRIP MT20 244/190 Weight: 96 Ib LUMBER TOP CHORD 2 X 4 SYP No.2ND *Except* 1.4: 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 REACTIONS BRACING TOP CHORD BOT CHORD lb/size) 7= 1180/04-0 (min. 0- 1 -10), 2 =1417/0 -8-0 (min. 0 -1 -15) Max Horz 2 =93(LC 2) Max Uplift7 - 709(LC 2), 2 =- 1191(LC 2) FORCES (Ib) - TOP CHORD BOT CHORD WEBS Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. 2- 3=- 3403/1920, 3-4=- 2868/1682, 4-5=-2735/1681, 5-6=- 2913/1760, 6 -7 =- 3530/2205 2 -10 =- 1765/3224, 9- 10=- 1548/2763, 8 -0 =- 1548/2763, 7-8=- 2066/3368 3- 10=- 513/291, 4 -10 =- 17/274, 5 -10 =- 2651229, 5-8 =- 108/322, 6-8 =- 628/533 Structural wood sheathing directly applied or 2-8 -2 oc purlins. Rigid ceiling directly applied or 3 -10 -7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05;146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =26ft; Cat. II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 709 Ib uplift at joint 7 and 1191 Ib uplift at joint 2. LOAD CASE(S) Standard OCT 0 6 2010 cc;fPIl0:1'u l' Gli CIVIL / STRUCTURAL F.E. 22249 }r: 7220 S.VV. 392h TERR MIAMI, FLA, 33155 EEL - (305) 262 -6225 FAX - (305) 262 - 2014 Job 6 -9 -10 Truss HG1 Truss Type HIP Qty 1 Ply 1 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:34 2010 Page 1 -2-0 -0 3-0-0 6-0 9-4-0 11-4 -0 2-0-0 ( 3-0-0 3-4-0 I 3-0-0 I 2-0-0 1 Scale =1:27.0 3.00 12 4x8 - 5x6 = 3 4 a c? 2 �: 11� 5 : __..�n= �_rr.– Mtlill ■ __ 71 c? 4 1 o s..-- r 6 Ici r ►�1 ►-1 �`'I 8 7 110-4111 3x6 = 2x4 11 3x8 = 3x6 = 9-4-0 I 1 30-0 I 34-0 I 3-0-0 Plate Offsets (X,Y) [2:0 -2- 12,0 -1-8], [4 :03 -0,0- 2 -12], [5:0 -2- 12,0 -1-8], [7:0.3- 8,0 -1-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.04 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.45 Vert(TL) -0.09 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 41 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP SS "Except" TOP CHORD Structural wood sheathing directly applied or 5.4 -10 oc 3-4:2 X 4 SYP No.2ND purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2 =78810 -8-0 (min. 0 -1-8), 6= 788/04-0 (min. 0 -14) Max Uplift2 =- 826(LC 2), 5 =- 826(LC 2) FORCES (Ib) - Max. CompJMax. Ten. - All forces 260 (Ib) or less except when shown. TOP CHORD 23 =- 1232/334, 3.4=- 1121/332, 4-5 =- 1232/325 BOT CHORD 2-8 =- 161/1138, 7-8 =- 176/1121, 5-7=-163/1139 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; Cat. 11; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 826 Ib uplift at joint 2 and 826 Ib uplift at joint 5. 5) Girder carries hip end with 3 -0-0 end setback. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 Ib down and 60 Ib up at 6.4 -0, and 83 Ib down and 60 Ib up at 3 -0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. OCT U 6 / U ) U 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ° _ 0 ra 1) Regular: Lumber Increase=1.33, Plate Increase =1.00 D 1 0� Uniform Loads (plf) �0NcULT i0(2 c 0� CIVIL / STRUC[-UK/it Vert 13 =-90, 3- 4=- 98(F = -7), 44 =40, 24 =40, 7- 8=- 22(F =4), 5 -7 = -20 FE. 22249 Concentrated Loads (Ib) Vert 8=-83(F) 7=-83(F) O 7220 5 . 391,h LEEK !MIAMI, FLA, 33155 L TEL - (305) 262 -0225 FAX - (305) 262 -201' Job 6 -9 -10 Truss HG2 Truss Type HIP Qty 2 PIy 2 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33018 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:36 2010 Page 1 4-0-8 11 -2-0 16-4-0 18-38 22-4 -0 24-4-0 4-0-8 2-11-8 I- 2-0 2-0 2 -11-8 0-8 2-0-0 4 4-2-0 4 Scale = 1:42.7 3.00 12 5x6 - 2x4 11 5x6 — 3x4 :•. 3x4 3 4 5 6 2/5: C: ��I �'v 1 ��� ei •! .,��- �._ f7N �_�_ 8 TT� N 14 13 12 11 10 9 5x6 = 5x6 = 2x4 11 3x4 = 4x6 = 3x8 = 3x4 = 2x4 11 4-0-8 7-0-0 11 -2-0 16-4-0 18-3 -8 22-4 -0 4 -0-8 2 -11-8 4-2-0 4-2-0 2 -11-8 4-0-8 Plate Offsets (X,Y): [1:0-4- 9,Edge], [7 :0.4- 9,Edge] LOADING (pst) SPACING 2 -0-0 CSI DEFL in (Ioc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.72 Vert(LL) 0.51 11 >511 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.93 Vert(TL) -0.73 11 >355 240 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.16 7 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight 200 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 4 -0-0 oc BOT CHORD 2 X 4 SYP No.2ND purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5 -7-5 oc bracing. REACTIONS (Ib /size) 1= 2386/0 -8-0 (min. 0- 1 -11), 7= 2622/04-0 (min. 0 -1 -13) Max Horz 1 = -93(LC 2) Max Uplift1 =- 1674(LC 2), 7= 2056(LC 2) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. OCT 0 6 7 010 TOP CHORD 1 -2 =- 7796/5166, 2-3 =- 7927/5343, 3.4= 4684/5901, 4-5= 4684/5901, _ — q o r Qa Cry ,1 rp) 54 =- 7874/5224, 6-7=-7684/4716 BOT CHORD 1-14 =- 4823 / 7451,13 -14=- 4823/7451,12 -13=- 4961/7620, CONSULTING ENGINE 11-12 =- 4951/7620,10-11 =- 4848/7572, 9-10 = -4367/7236, 7-9 =- 4367/7236 CIVIL / STRUCTURAL WEBS 243 = 474/672, 3- 13=- 434/846, 341=-765/1330, 4- 11=- 790/779, RE. 22245 541 =- 876/1367, 5- 10= -335/800, 640 =- 542/633 7220 5.W. 39ch TERR MIAMI, FLA, 33155 NOTES TEL - (305) 202-6225 FAX - (305) 202 -2014 1) 2 -ply truss to be connected together with 10d (0.148 "x31 nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 -1 row at 0-7-0 oc. Webs connected as follows: 2 X 4 -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. PIy to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 6.0psf; BCDL= 5.0psf; h =26ft; Cat. 11; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 5) Provide adequate drainage to prevent water ponding. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1574 Ib uplift at joint 1 and 2056 Ib uplift at joint 7. 7) Girder carries hip end with 7 -0-0 end setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 706 Ib down and 485 Ib up at 16.44, and 706 Ib down and 485 Ib up at 7 -0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 • an ar Job 6 -9 -10 Truss HG2 Truss Type HIP Royal Truss Corp, Hialeah Gardens, FL 33016 Qty Ply 2 2 Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:35 2010 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plt) Vert: 1-3=-90, 3- 5=- 188(F =-98), 5-8 =- 90,1 -13 =- 20,10- 13=- 42(F = -22), 7- 10 = -20 Concentrated Loads (lb) Vert: 13=- 706(F) 10=- 706(F) OCT 0 6 2010 Oo WH ill](F © CrtrIt CONSULTING ENGINE CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 e Job 6 -9 -10 Truss J1 Truss Type JACK Qty 14 Ply 1 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:35 -2-0-0 2-0-0 2010 Page 1 ' ' 2-0-0 2-0-0 Scale =1:8.3 3.00 PT 2 ...- - -""-"--..'---- -F a ci I:5; 0 - - 1 I '/ I I 0 •.' " 4'1 I ■14 5x6 - 2-0-0 2-0-0 Plate Offsets (X,Y) [2:0.4- 9,Edge] LOADING (pst) SPACING 2 -0-0 CSI DEFL in (lac) Weft Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.81 Vert(LL) 0.01 2-3 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.85 Vert(TL) 0.01 2-3 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight 8 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc BOT CHORD 2 X 4 SYP No.2ND purlins. BOT CHORD Rigid ceiling directly applied or 6-6 -12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 313/0 -8-0 (min. 0 -1-8), 3 =- 85/0 -3-8 (min. 0 -1-8), 3 =- 85/0 -3-8 (min 0 -1-8) Max Horz 2 =93(LC 2) Max Uplift2=- 599(LC 2), 3= -85(LC 1), 3= -85(LC 1) Max Gray 2= 313(LC 1), 3= 234(LC 2) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 699 Ib uplift at joint 2 and 85 Ib uplift at joint 3. LOAD CASE(S) Standard OCT 0 6 nin CONSULTING ENVirdl' CIVIL / STRUCTURAL PE. 22249 7220 5.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (5-05) 262 -20'I.4 Job 6 -9 -10 Truss J1A Royal Truss Corp, Hialeah Gardens, FL 33016 Truss Type MONO TRUSS 2 Ply 1 Job Reference (optional) 1 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:35 2010 Page 1 1-0-0 1-0.0 3.00 Fir 2 Scale =1:4.8 1-0-0 1-0-0 1 O LOADING (psi) TCLL 30.0 TCDL 16.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.02 BC 0.00 WB 0.00 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) -0.00 1 >999 240 Vert(TL) -0.00 1 >999 240 Horz(TL) -0.00 2 n/a n/a PLATES GRIP Weight: 2 Ib LUMBER TOP CHORD 2 X 4 SYP No.2ND REACTIONS (Ib /size) 1= 41/0 -8-0 (min. 0 -1-8), 2=41 /Mechanical Max Horz 1 =21(LC 2) Max Uplift1 = -36(LC 2), 2= -41(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 1 -0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7 -06; 146mph (3- second gust); TCDL= 5.Opsf; BCDL =5.0psf; h =26ft; Cat. 11; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 Ib uplift at joint 1 and 41 Ib uplift at joint 2. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. LOAD CASE(S) Standard OCT 0 6 2010 OO Cian; IOO rm. CONSULTING ENGINE':' CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Job 6 -9 -10 Truss J2 Truss Type MONO TRUSS Oty 1 Ply 1 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 -2-0 -0 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:36 2010 Page 1 4-6-8 2-0-0 44-8 Scale = 1:13.3 4-6-8 44-8 1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.48 BC 0.08 WB 0.00 (Matrix) DEFL in (loc) I/defl Vert(LL) 0.00 2 Vert(TL) -0.02 2-4 >999 Horz(TL) -0.00 3 n/a Lid 240 240 n/a PLATES GRIP MT20 244/190 Weight: 17 Ib LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 44-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib/size) 3= 121 /Mechanical, 2== 499/0 -8-0 (min. 0 -1-8), 4= 41/0 -3-8 (min. Max Horz 2= 200(LC 2) Max Upiift3 = -55(LC 2), 2=- 702(LC 2) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 0 -1-8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL =5.0psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 Ib uplift at joint 3 and 702 Ib uplift at joint 2. LOAD CASE(S) Standard OCT 0 6 ?n1O E CI" (-11 o) Clfti CONSULTiNC ENcitTh CIVIL / STKUCTUKAL IS. E. 22249 7220 5.6. 39Lh T ERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Job Truss Truss Type Qty Ply 6 -9 -10 J3 MONO TRUSS 13 1 Job Reference (optional) Royal Truss Coro. Hialeah Gardens. FL 33016 7A40 s Aua 17 2009 MiTek Industries. Inc. Wed Oct 06 09:01:36 2010 Paae 1 1 -2-0-0 3-0-0 2-0-0 3-0-0 eir 110■_4T11 KT' 3x4 = Scale = 1:10.8 0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.48 BC 0.03 WB 0.00 (Matrix) DEFL in (loc) 1/defl Ud Vert(LL) 0.00 2 ---- 240 Vert(TL) -0.00 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 12 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 3 -0-0 oc BOT CHORD 2 X 4 SYP No.2ND purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib /size) 3 =13 /Mechanical, 2= 452/0 -8-0 (min. 0 -1-8), 4=26 /Mechanical Max Horz 2= 163(LC 2) Max Uplift2= 730(LC 2) Max Gray 3=95(LC 2), 2= 452(LC 1), 4 =25(LC 1) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; Cat. H; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 730 Ib uplift at joint 2. LOAD CASE(S) Standard OCT 0 6 ?010 CONSULTING F_NGINI- CIVIL / STRUCTURAL P.E. 22249 7220 SW 39tIi TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Job 6 -9 -10 Truss J3A Royal Truss Corp, Hialeah Gardens, FL 33016 ri a Truss Type MONO TRUSS Qty 2 Ply 1 Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:36 2010 Page 1 3-0-0 3.0-0 3.00 I 12 2 3-0-0 3-0-0 Scale =1:7.3 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.14 BC 0.03 WB 0.00 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) 0.00 1 "`" "' 240 Vert(TL) -0.00 1-3 >989 240 Horz(TL) -0.00 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 9 Ib LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 3 -0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib /size) 1= 139/0 -8-0 (min. 0 -1-8), 2= 113 /Mechanical, 3 =25 /Mechanical Max Horz 1 =70(LC 2) Max Upliftl= -84(LC 2), 2=- 117(LC 2) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; Cat. II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 Ib uplift at joint 1 and 117 Ib uplift at joint 2. LOAD CASE(S) Standard OCT 0 2010 CONSULTING ENG!NF CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 53155 TEL - (505) 262 -6225 FAX - (305) 262 -2014 Job 6 -9 -10 Truss J5 Truss Type MONO TRUSS Qty 6 Ply 1 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 1 -2-0-0 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:36 2010 Page 1 6.0-0 2-0-0 6-0-0 Scale = 1:14.2 3x4 = 6-0.0 4 6-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.48 BC 0.10 WB 0.00 (Matrix) DEFL in (loc) 1/defl Ltd Vert(LL) 0.00 2 ---- 240 Vert(TL) -0.04 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 18 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 2 X 4 SYP No.2ND purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 3= 148 /Mechanical, 2= 618/0 -8-0 (min. 0 -1-8), 4=45 /Mechanical Max Horz 2= 211(LC 2) Max Uplift3 = -89(LC 2), 2=- 705(LC 2) FORCES (Ib) - Max. CompJMax. Ten. - All forces 260 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -06; 146mph (3- second gust); TCDL= 5.0psf; BCDL =5.0psf; h=25ft; Cat. II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 Ib uplift at joint 3 and 706 Ib uplift at joint 2. LOAD CASE(S) Standard OCT 0 6 zolo ©WEaCn Til© 11L CONSULTING ENGINF'; CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Job 6 -9 -10 Truss JSA Royal Truss Corp, Hialeah Gardens, FL 33016 Truss Type MONO TRUSS 2 Ply 1 Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:37 2010 Page 1 5-0-0 6-0-0 Scale =1:10.0 3x4 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.46 BC 0.10 WB 0.00 (Matrix) DEFL in (loc) I/defl Vert(LL) 0.00 1 Vert(TL) -0.04 1-3 >999 Horz(TL) -0.00 2 Lid 240 240 n/a n/a 3 PLATES GRIP MT20 244/190 Weight: 15 Ib LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOP CHORD BOT CHORD REACTIONS (Ib /size) 1= 249/0 -8-0 (min. 0 -1-8), 2=203 /Mechanical, 3=45 /Mechanical Max Horz 1 =117(LC 2) Max Upiiftl=- 153(LC 2), 2 =- 208(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 148mph (3- second gust); TCDL =5.0psf; BCDL =5.0psf; h =25ft; Cat. II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 Ib uplift at joint 1 and 208 Ib uplift at joint 2. Structural wood sheathing directly applied or 5 -0-0 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LOAD CASE(S) Standard OCT 0 6 2Q10 OO rdarru O m. CONSULTING ENGINE' CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERK MIAMI, FLA, 3 TEL - (305) 262 -6225 FAX - (305) 20 3155 2 -2014 Job 6 -9 -10 Truss J5B Truss Type MONO TRUSS Qty 2 Ply 1 Royal Truss Corp, Hialeah Gardens, FL 33016 -2-0-0 2-0.0 Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:37 2010 Page 1 4-11-0 4-11-0 Scale = 1:14.0 3x4 = 4-11-0 4 4-11-0 1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC OAS BC 0.10 WB 0.00 (Matrix) DEFL in (Ioc) I/defl Lid Vert(LL) 0.00 2 `"" 240 Vert(TL) -0.03 2.4 >999 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 18 Ib LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.2ND BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 3= 143 /Mechanical, 2= 514/0 -84 (min. 0 -1-8), 4=44 /Mechanical Max Horz 2= 209(LC 2) Max Uplift3= -83(LC 2), 2=- 704(LC 2) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4 -11-0 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7 -05; 146mph (3-second gust); TCDL= 5.0psf; BCDL =5.0psf; h =25ft; Cat.11; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 Ib uplift at joint 3 and 704 Ib uplift at joint 2. LOAD CASE(S) Standard OCT 062010 oT0ando mo CONSULTING ENGINE'" CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Job 6 -9 -10 Truss J7 Truss Type MONO TRUSS Qty 10 Ply 1 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 -2-0-0 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:37 2010 Page 1 7-0-0 2-0-0 7-0-0 Scale = 1:18.0 7-0-0 7-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.48 BC 0.21 WB 0.00 (Matrix) DEFL in (Ioc) Udefl Lid Vert(LL) 0.00 2 ---- 240 Vert(TL) -0,16 2.4 >481 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 24 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 2 X 4 SYP No.2ND purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib /size) 3= 255 /Mechanical, 2= 611/0 -8-0 (min. 0 -1-8), 4=65 /Mechanical Max Horz 2= 255(LC 2) Max Uplift3=- 209(LC 2), 2= 731(LC 2) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7 -06; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; Cat. 11; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 Ib uplift at joint 3 and 731 Ib uplift at joint 2. LOAD CASE(S) Standard OCT 0 6 2010 ocriando CONSULTING ENGINE'. CIVIL / STRUCTURAL F.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Job 6 -9 -10 Truss T1 Truss Type KINGPOST Qty 1 Ply Z Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:37 2010 Page 1 4-8-0 9-4-0 11-4-0 4-8.0 4-8-0 2-0-0 I Scale = 1:22.3 3.00 rir 4x5 = ■■ et 3x5 % � ' 3x5.: 3 0 =1 �,j��'� to • M/ 6 3x8 11 5 3x8 11 /,11 I 3x6 11 4-8-0 0 , Plate Offsets (X,Y): [1 :0- 8- 1,0- 1- 8],[1:0 -1- 8,2-4- 13],[3:0- 8- 1,0 -1- 8],[3:0 -1- 8,24 -13] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.69 Vert(LL) 0.12 1-5 >904 240 MT20 244/190 TCDL 16.0 Lumber Increase 1.33 BC 0.59 Vert(TL) 4.17 1-5 >595 240 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 88 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6 -7-8 oc BOT CHORD 2 X 6 SYP SS purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 REACTIONS (Ib /size) 1= 3283/04-0 (min. 0-1-15), 3=1439/0-8-0 (min. 0-1-8) Max Horz 1 =- 109(LC 2) OC-r o 20 o Max Upliftl=- 2020(LC 2), 3 =- 1266(LC 2) FORCES (Ib) - Max. CompdMax. Ten. -All forces 260 (Ib) or less except when shown. :' .' CONSULTING Eni(INF TOP CHORD 14=- 4153/2405, 2- 3=4189/2425 CIVIL / STRUCTURAL BOT CHORD 1-6 =417814007, 5-6 =- 2178/4007, 3- 5=- 2178/4007 P.E. 22249 WEBS 2-5 =- 81911622 7220 S.W. 391,11 TERR MIAMI, FLA, 33155 NOTES ` ss TEL - (305) 262 -6225 FAX - (305) 262 -2014 1) 2-ply truss to be connected together with 10d (0.148 "x3 ") nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-3-0 oc. Webs connected as follows: 2 X 4 -1 row at 0 -9-0 oc. 2) All Toads 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. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 146mph (3- second gust); TCDL =5.0psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2020 Ib uplift at joint 1 and 1256 lb uplift at joint 3. 6) Girder carries tie-in span(s): 3-6-0 from 2 -2-8 to 9.4-0; 22-4 -0 from 0 -0-0 to 2 -2-8 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2386 Ib down and 1532 Ib up at 2 -2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 Job 6 -9 -10 Truss T1 Truss Type KINGPOST Qty 1 Ply 2 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:37 2010 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (pif) Vert: 1-6=-561(F=-541), 3-6=-43(F=-23), 1-2=-90, 2-4=-90 Concentrated Loads (lb) Vert: 6=- 2386(F) OCT 0 6 2090 OCTUww o10O Ir CONSULTING ENGINF', CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33135 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Job 6 -9 -10 Truss T2 Truss Type COMMON Qty 1 Ply 1 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:38 2010 Page 1 -2-0-0 6-1-8 11 -2-0 16-2 -8 22-4-0 2-0 0 6-1-8 [ 6-0-8 1 6.0-8 ( 6-1-8 Scale = 1:42.7 5x6 = 3.00 12 4 2x4 � .. -�'" !! 2x4 5 i .d. 7:1 m hi c 1: 3x8 : 9 8 7 3x8 3x4 = 3x4 = 3x4 = 7-9-11 14.6.6 22-4-0 I ' I ' 7- 9-11 6 -8-11 7-9-11 Plate Offsets (X,Y) [2:0-5-3,0-1-8], [6:0-5-3,0-1-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/detl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.58 Vert(LL) 0.32 7-9 >801 240 MT20 244/190 TCDL 16.0 Lumber Increase 1.33 BC 0.84 Vert(TL) -0.63 7-9 >495 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.13 6 n/a n/a BCDL 10.0 Code FBC2007JTPI2002 (Matrix) Weight: 90 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP SS *Except"` TOP CHORD Structural wood sheathing directly applied or 2-8-5 oc 4-6:2 X 4 SYP No.2ND purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 3 -11-9 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 6= 1180/0 -8-0 (min. 0- 1 -10), 2 =1417/0 -8-0 (min. 0 -1 -15) Max Horz 2 =93(LC 2) Max Uplift6=- 690(LC 2), 2 =- 1172(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 3399/1847, 3-4=- 2981/1632, 4-6= 3054/1785, 5-6 =-3498/2057 BOT CHORD 2-9 =- 1695/3217, 8-0=- 1223/2300, 7-8 =- 1223/2300, 6 -7 =- 1916/3320 WEBS 4- 7 = 413/830, 6 -7 =- 577/489, 4- 9 =- 224/750, 3- 9=- 537/390 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL =5.0psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 690 Ib uplift at joint 6 and 1172 Ib uplift at joint 2. LOAD CASE(S) Standard OCT 0 6 70in CONSULTING ENG INF' CIVIL / STRUCTURAL RE, 22249 7220 5W 39th TERR MIAMI, FLA, 33155 v ,_.. ,,''l_, i TEL - (:-)05) 262 -0225 FAX - (305) 262-2014 Job 6 -9 -10 Truss T2A Truss Type COMMON Qty 5 Ply 1 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:38 2010 Page 1 -2-0-0 6-1-8 11 -24 16-2-8 22-4-0 244-0 2-0-0 6-1-8 6.0-8 6.0-8 6-1-8 2-0-0 • Scale = 1:45.2 5x6 = 3.00 Fr 4 2x4 Q 2x4 m. 3 5 r 1 _ �rl- _ 6 7 c c Am 3x8 10 8 8 3x8 3x4 = 3x4 = 3x4 = ' 7-9-11 14-6-6 22-4-0 F + I 7-9-11 68-11 7-9-11 Plate Offsets (X,Y): [2:0-5-3,0-1-8], [6:0-5-3,0-1-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) I/defl lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.48 Vert(LL) 0.30 8 -10 >862 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.66 Vert(TL) -0.50 8 -10 >524 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.13 6 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 93 lb LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 3-6-6 oc BOT CHORD 2 X 4 SYP No.2ND purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-6 -11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 1405/0 -8-0 (min. 0- 1 -15), 6= 1405/0 -8-0 (min. 0 -1 -15) Max Uplift2=- 1148(LC 2), 6=- 1148(LC 2) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3=- 3356/1756, 3.4=- 2939/1645, 4-5 =- 2939/1545, 5- 6= -3356/1756 BOT CHORD 240 =- 1514/3175, 9- 10 =- 1037/2257, 8- 9=- 1037/2257, 6-8=- 1514/3175 WEBS 4- 8=- 237/748, 5- 8=- 533/383, 4- 10=- 237/748, 3- 10 = -533/383 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL =5.0psf; BCDL =5.0psf; h =25ft; Cat. 11; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1148 Ib uplift at joint 2 and 1148 Ib uplift at joint 6. LOAD CASE(S) Standard 0 C 0 Ordal�]i dOO n["r o CONSULTING ENGINE CIVIL / STRUCTURAL F.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Job 6 -9 -10 Truss T2B Truss Type COMMON Qty 1 Ply 1 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 7.140 s Aug 17 2009 MiTek Industries, Inc. Wed Oct 06 09:01:39 2010 Page 1 -2-0-0 6-1-8 11 -2-0 15-1 -8 2-0-0 6.1-8 ) 5-0-8 ( 3 -11-8 Scale = 1:30.7 5x8 = 3.00 12 4 2x4 ,k 3 i 2x4 �-•�, II ` , d 2 1 N i 8 7 3x5 6 3x4 = 3x4 - 3x4 = I 7 -11-8 15-1.8 I I 7 -11-8 7 -2-0 Plate Offsets (X,Y) [2:0- 5- 3,0 -1-8] LOADING (pst) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.48 Vert(LL) 0.08 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.42 Vert(TL) -0.20 2-8 >887 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 67 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP SS "Except* TOP CHORD Structural wood sheathing directly applied or 4 -7 -14 oc 4-5:2 X 4 SYP No.2ND purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 5-5 -12 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2= 1036/04-0 (min. 0 -1-8), 6= 788/0 -34 (min. 0 -1-8) Max Horz 2= 255(LC 2) Max Upiift2=- 950(LC 2), 6=- 464(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3 =- 1973/1004, 3- 4=- 1487/738 BOT CHORD 24=- 1044/1841, 7-8 =- 502/822, 6- 7=- 502/822 WEBS 3- 8=- 591/450, 4- 8=- 244/768, 4- 6 = -915/591 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 950 Ib uplift at joint 2 and 464 Ib uplift at joint 6. LOAD CASE(S) Standard OCT 0 6 2010 CONSULTING ENGINF CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 53155 -. ,...: TEL - (305) 262 -6225 FAX - (305) 262 -2014 December 20, 2006 Eddie Davies Royal Truss, Inc. Medley, FL Re: End Jack Connection Detail- Top chord to corner jack/Hip girder Dear Eddie, As you requested, I investigation the `connection requirements for open -ended jacks in a standard corner set based on the following parameters: Spacing: 2' - 0" o.c. Gravity Load: 30 + 15 + 0 + 10 PSF W nd Load: 146 MPH, Components and Cladding Toads, ASCE 7 -02 per FBC 2004 Occupancy, categorya11,,gexposure. C, 25 ft.fabove. ground,:10 PSF -dead' load. Lumber: 2x4 No, 2 SYP,. minimum top and :bottom chord (no webs) Pitch: 2:12 to 6:12 16d Toe -Nail Capacity = 154 * .83 * .77 * 1.33 = 130# Approved Hurricane Clip Min. capacity 400# each direction. Mark J1 J3 J5 J7 Span 1' -0" Top .Chord' Reaction ,' _af Bottom Chord Reaction Gravity Uplift 3' 0" 5' -0" 7' -0" 225# 315# 331# 395# `50# 70# Top Chord ,Connection te. ": (2), 16d ;Toe -nails (2), 16d. Toe - nails (3), 16d Toe -nails Hurricane 'Clip If you have any questions regarding this matter, please do not hesitate to call. Sincerely, OCT 0 Botf: Ch. Connection (2). 16d Toe -nails {2). 16d Toe -Halls (2), 16d Toe -nails (2): 16d Toe -nails )r�aredo um. SC CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262-2014 4011 V/41 .anar,t•■■••••,r • Al I MA In••■11,11/ 111 ,11/■••■•• WWI.% IOC,/ ,M,I.IVA11411%.11,10,11III.NIVIII /Al • Continuous Bracing E., 24" o.c. in areas without ptyw. sheathing Valley Trusses Partial Roof Layout 12 Pitch. 4 to 7 giipporting Truss 6" wedge nailed to truss w! 2-8d Noe-nails,vr beireitiiebottorni:hord of valley truss Valley Truss o.c. (sea note) ..',Supporting trusser@ 24" o.c. Design Loads: 30 + 15 + 0 + 10 PSF, 33% DOL VVind Speed 146 MPH,A0 PSF Dead load , - :Lumber: 2x4 No.,2 ND-SYP min. chords -2x4 No. 3 SYP min. webs Notes: (a) Provide cont bracing on verticals over 6' - 3". Connect bracing to verticals w/ 2, 10d nails. Bracing must be tied to a fixed point at ends. (b) Max. spacing for vertical studs is 6 - 0". (c) Conn. for uplift with min. 1-1/4" 16 go twist strap at 41- o.c. with 4, 10d nails each side of strap. (ASCE 7-02, FBC 2004) (d) Brace top chords of supporting trusses with plywood sheathing or 2x4 cont. bracing at 24" o.c. , 4JkAL E. P224-9... . MIAMI, PLA1. -822 AX --(665).Vp2-2014 BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAMER BUILDING t40 WEST FLAGLER STREET, SUITE 1603 MIAMI. FLORIDA 33130 -1563 (305) 375-2901 FAX (305) 375 -2908 NOTICE OF ACCEPTANCE (NOA) United Steel Products Company. 14305 South Cross Drive #200 Burnsville, MN 55306 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The 1Vliami Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right =- voke this-acceptance, if it is-determined by Miami -Dade county Prroduct `Controi`Division that this product-or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High velocity Hurricane Zone. DESCRIPTION: HUS, THD & THDH Series Wood Connectors. APPROVAL DOCUMENT: Drawing No. MD09-06, titled "HUS Series ", "THD Series ", & "THDH Series" sheets 1 through 3, dated 09 /01/06, prepared by United Steel Products Company signed and sealed by R. W. Lutz, P.E, bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance (NOA) number and Expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit. shall .bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application. has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there bas been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales. advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA.' ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page, evidence page E -1, E -2 & approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gaston, P.E. 0 NOA No: 06-0921.05 Expiration Date: March 15, 2012 Approval Date: March 15, 2007 Page 1 HUS26 PRODUCT CODE JOIST SIZE STEEL GAUGE DIMENSIONS FASTENERS DESIGN LOAD W H D HEADER JOIST 16d 100% 16d JPLIFT HUS175 1- 3/4x5 - 1/2x7 -1/4 16 1 -13/16 5 -3/8 3 2 (14)16d (6)16d 3000 1975 HU5177 1- 3/4x7- 1/4- 11 -1/4 16 1 -13/16 7 -1/8 3 2 (22)16d (8)16d 4025 1800 HUS179 1- 3/4x9- 1/4 -14 16 1 -13/16 9 -1/8 3 2 (30)16d (10)16d 4580 3210 HUS26 2 x 6 -8 16 1 -5/8 5 -7/16 3 2 (14)16d (6)16d 3000 1975 HUS28 2 x 8 -10 16 1 -5/8 7 -3/16 3 2 (22)16d (8.)16d 4025 1800 HUS210 2 x 10 -12 16 3 -5/8 9 -3/16 3 2 (30)16d (10)16d 4580 3210 HUS410 4 x 10 -12 14 3 -5/8 8 -7/8 2 1 (8)16d (8)16d 2320 1696 HUS412 4 x 12 -14 14 3 -5/8 10 -7/8 2 1 (10)16d (10)16d 3000 2665 HUS46 4 x 6 -8 14 3 -5/8 5 2 1. (4)16d (4)16d 10$0 1015 HUS48 4 x 8 -10 14 3 -5/8 7 2 I (6)16d (6)16d 1800 1550 HUS26 -2 (2) 2 x 6 -8 14 3 -1/8 5 -1/4 2 -1 (4)16d (4)16d 1080 1015 HUS26 -3 (3) 2 x 6 -8 t4 4 -5/8 4 -1/2 2 1 (4)16d (4)16d 1080 1075 HUS28 -2 (2) 2 x 8 -10 14 3-1/8 7 -1(8 2 1 (6)16d (6)16d 1800 1550 HUS28 -3 (3) 2 x 8 -10 14 4 -5/8 6-3/8 2 1 (6)16d (6)16d 1800 150 HUS210 -2 (2) 2 x 10 -12 14 .3 -1/8 9 -1/8 2 1 (8)16d (8)16d 2320 1695 HUS210 -3 (3) 2 x 10 -12 14 4 -5/8 8 -3/8 2 1 (8)16d (8)16d 2320 1695 2665 HUS212 -2 (2) 2 x 12 -14 14 3 -1/8 It`t /R 2 I (10)16d (10)16d 3000 HUS212 -3 (3) 2 x 12 -14 14 4 -5/8 10 -3/8 2 I (10)16d (10)16d 3000 2665 GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM GALVANIZED COATING OF G60. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 2001 EDITION FOR SOUTHERN YELLOW PINE (G= 0.55 OR BETTER AND MOISTURE CONTENT OF 19% OR LESS) ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM D1761. 4) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A DURATION FACTOR OF 60X FOR WINDLOAD CONDITION. NO FURTHER INCREASE IS ALLOWED. HUS212 -3 Approved es complying wb kdie Merida Badding ode • gate 3/t S' Q7 trOAo Miami . e Pm! Air By UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, II]NTGOFERY, MN. 56069 PHONE (507) 364 -7333 NAND HUS SERIES DATE. 09 -01 -06 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA LICENSE. NO. 55409 SHEET' 1 OF 3 DRAWING N0. MD 09 -06 MDADE THD175 PRODUCT CODE JOIST SIZE STEEL GAUGE DIMENSIONS FASTENERS DESIGN; LOAD W H D A HEADER JOIST 16d l00% 16d UPLIFT 160% THD175 1- 3/4x5- 1/2 -7 -1/4 14 , 1 -7/8 5 3 1 -7/8 (18)16d (12)10d 2700 1375 THD177 1- 3/4x7- 1/4- 11 -1/4 14 1 -7/8 ,_6-7/8 3 j -7/8 (28)16d (16)10d 4200 2970 THD179 1- 3/4x9- 1/4 -14 14 1 -7/8 ,8 -7/8 3 1 -7/8 (38)16d (20)10c1 5195 985 THD26 2x6 -8 16 1 -5/8 5 -4/16 3 1 -7/8 (1$)16d (12)104 2700 1375 THD28 2x6 -10 16 1-5/8 7 3 1 -7/8 (28)16d (16)10. 4200 970 THD210 2x10 -12 16 1 -5/8 9 3 1 -7/8 (3$)16d (20)10d, 5195 3985 THD26 -2 (2) 2x6 -8 14 3 -7/16 5 -3/8 3 2 (18)16d (12)10d 2700 1375 THD28 -2 (2) 2x8 -10 14 3 -7/16 7 -1/8 3 2 (28)16d (16)10d 4200 2970 THD210 -2 (2) 2x10 -12 14 3 -7/16 9 -1/8 3 2 (38)16d (20)10d 5195 3985 THD210 -3 (3) 2x10 -12 IP 5 -1/8 9 3 3 (38)16d (20)10d 5475 3710 THD410 4x10 -12 14 3 -5/8 9 -1 /16 3 2 (38)16d (20 )10d 5195 3985 THD412 4x12 -14 14 3 -5/8 11 3 3 (48)16d (20)10d 6020 3710 THD46 4x6 -8 14 3 -5/8 5-5/16 3 2 (18)16d' (12)10d 2700 1375 THD48 4x8 -10 14 3 -5/8 7 -1/16 3 2 528)16d (16)10d 4200 2970 THD610 6x10 -12 5 -1/2 9 3 3 8)1- • 2 )10 • 5475 3710 THD612 6x12 -14 12 5 -1/2 11,_ 3 3 (48)16d (20)10d 6740 710 THD7210 7x9- 1/4 -14 12 _ 7 -1/4 9 3 3 <38)16d (18)16d 5475 3710 GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM GALVANIZED COATING OF G60. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 2001 EDITION FOR SOUTHERN YELLOW PINE (G= 0.55 OR BETTER AND MOISTURE CONTENT OF 19% OR LESS) ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM D1761. 4) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A DURATION FACTOR OF 60% FOR WINDLOAD CONDITION. NO FURTHER INCREASE IS ALLOWED. THD412 Approved as cumpiying with He Florida Ridding C Date 3 NOM Miami Dade Product DI =T� UNITED STEEL PRODUCTS COMPANY 703 RIB DRIVE, NONTGWIERY, F41 %%9 PNONE (507) 364 -7333 NAMES THD SERIES DATE' 09 -01 -06 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA LICENSE. NO. 55409 SHEETS 2 OF 3 DRAWING NO. MD 09 -06 MDADE GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM GALVANIZED COATING OF G60. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR VOOD CONSTRUCTION 2001 EDITION FOR SOUTHERN YELLOW PINE (G= 0.55 OR BETTER AND MOISTURE CONTENT OF 19% OR LESS) ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM D1761. 4) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A DURATION FACTOR OF 60% FOR VINDLOAD CONDITION. NO FURTHER INCREASE IS ALLOWED. PRODUCT CODE JOIST SIZE STEEL GAUG DIMENSIONS FASTENERS IESIGN LOAD W H D HEADER TRUSS 16 pd 16d PLIFT 1HDH26 2x6 -8 1 1- - 1• 20I -d (8)16d 4265 2260 THDH28 2x4 12 1 -5/8 7 -3/16 (36)16d (12)16d 5090 3260 THDH26 -2 2x6 -8 12 3 -1/4 5 -1/2 (20)16d (8)16d 4265 2260 THDH26 -3 2x6 -8 12 -1/8 5 -3/8 20 r_ 42 -5 2260 THDH28 -3 2x8 -10 RT W 17 -1/8 4 (36) •d 1-1 3260 THDH210 -2 2x10 -12 12 NR19-1/4 (46)36d (12)16d 5850 3060 THDH46 4x6 -8 12 5 -5/16 m (22)16d (8)16d 4 . _1 —THDH410 4x10 - 12 1 -' - 9 -1 8 4 (36)16d (12)I6d 5850 3060 THDH3210 3- 1/4x9 -1/2 12 c -1/4 -3/8 4 (46)16d (12)16d 5850 3060 '1 HDI4b710 6-3/4x9- 14 -1/2 12 6 -7/8 8 -13/16 4 (46)16d (12)16d 5850 3060 `TH0H7210 THDH 7- 1/4x9- 1/4-14 12 7 -1/4 7 -1/4 4 (46)16d (12)16d 5850 3060 2- 11/16x9- 1/4 -14 12 2-3/4 9 -1/8 4 (46)16d (12)16d 5850 3060 Mated as complying with tie EC e Date 5 /s%? MOAN 'Ole • ON 21.0 c UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, P(INTGXRY, MM 56069 PHONE (507) 364 -7333 NAME THDH SERIES DATES 09 -01 -06 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA LICENSE. NO. 55409 SHEET' 3 OF 3 DRAWING N0. MD 09 -06 MDADE M1AMMDADE BUILDING CODE COMPLLINCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) United Steel Products Company. 14305 Southcross Drive # 200. Burnsville, MN 55306 v v toolow MIAMI DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1107 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 www.buildingcodeonline.com SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Mani. Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami Dade County product Cohtrol Division (In Miami Dade County) and/or the Ale (in areas other than Miami Dade County) reserve the ri ht i►.o have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the .AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction.BCPRC reserves the right to revoke this acceptance, itit.is detereined.by_MiaxniDade county Product Control. Division that this product or r.:.iteriai fails to meet-the-requirements of the applicable building code. Th1s product is approved as described herein, and has been designed to comply with the Florida Building Code including the High velocity Hurricane Zone. DESCRIPTION: JL, JUS, SRH & HJC Joist Hangers. APPROVAL DOCUMENT: Drawing No. M 0207, titled "Face Mount Joist Hanger" prepared by United Steel Products Company, sheets 1 and 2 of 2, dated 02/07/07, with no revisions, signed.and seated by Robert W. Lutz, l'.E., bearing the Miami Dade County Product Control Renewal stamp with the Notice of Acceptance number and Expiration date by the Miami Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved or MDCPCA ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 06- 0601.03 and consists of this page 1, evidence page E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No: 07-0214.20 Expiration Date: June 04, 2011 Approval Date: May 31, 2007 Page 1 United Steel Products Company. NOTICE OF ACCEPTANCE: EVIDENCE PAGE A DRAWINGS 1. Drawing No. MD0207, titled "Face Mount Joist Banger" prepared by United Steel Products Co., sheets 1 and 2 of 2, dated 02/07/07, with no revisions, signed and sealed by Robert W. Lutz, P.E. B . . TEST Test reports on wood connectors per ASTM D1761 -88 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. x" Come* Report No. Wood Co , Direction : Date 1. 06 -6047 JUS24 Upward & Down 10/09/06 ..`. 2. 06 -6048 JUS26 Upward & Down 10/12106 3. 06 -6049 JUS28 . ; :, Upward & Down -. '.;10/17/06 4. 06 -6050 JUS210 Upward & Down 10/20/06, - , 5. 06 -6062 J 24 Upward & Down 10/30/06 6. 06 -6063 JL26 Upward & Down 11/01/06 -- 7. 06-6064 JL28 Upward & Down 11/03/06 8. 06-6065 JL210 Upward & Down 11/06/06 9. 06-6066 SRH26 Upward & Down 11/13/06 10. 06 -6067 HIC26 Upward & Down 11/22/06 • 11. 06 -6068 HJC28 Upward & Down 12/01/06 C CALCULATIONS 1. Face Mount Hangers Series Calculations prepared by United Steel Products Co., signed and sealed by Robert W. Lutz, P.E. D STATEMENTS 1. No Financial Interest. Letter issued by.United Steel Products Co., dated January 26, 2007, . by Robert W. Lutz, P.E. 2. Letter of Code Compliance issued.by :United. Steel Products, Co., dated January 26, 2007 and sealed by Robert W. Lutz, P.E. ' 3. NOA Renewal Request Letter issued by United Steel Products Co., dated February 2, 2007, signed by Robert W. Lutz, P.E. 4. Code Compliance Letters issued by Product Testing, Inc., signed and sealed by C. R. Caudei, P.E. E -1 Carlos M. Utrera, P.E. Product Control Examiner NOA No 07-0214.20 Explratlon Date: June 04, 2011 Approval Date: May 31, 2007 PRODUCT CODE GAUGE DIMENSION FASTENERS ALLOWABLE LOADS W H D A HEADER JOIST DOWN UPLIFT> (160%) HJC26 12 5 7/8 3 5/8 3 1/41 3/4 (16) 16d (12) 10d 2020 1975 HJC28 12 5 7/8 6 3/4 3 1/41 3/4 (P0) 16d (14) lOd 3P20 2010 1. PUBLISHED LOAD IS FOR TOTAL OF HIP AT 45 DEGREES AND JACK. AT 90 DEGREES COMBINED. 2. MINIMUM HEADER THICKNESS SHALL BE 2 INCHES FOR 16D NAILS. '. 3. ALLOWABLE DOWN LOAD LISTED IS AT 100% DURATION OF LOAD. TYPICAL HJC IMSTALLATU1H GENERAL NOTES' • L STEEL SHALL CONFORM TO ASTM A653, STRUCTURAL GRADE 33, UD1! AND A MINIMUM GALVANIZED COATING OF G -90. 2. FASTENERS ARE COMMON %IRE NAILS UNLESS OTHERWISE NOTED. 3. ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED B, A SHORT TERN DURATION FACTOR OF 60Z FOR WIND LOAD CODNDITIO. 4. ALLOWABLE DOWN LOADS ARE NO INCREASED BY SHORT TERM DURATION FACTOR. S. ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOODS CONSTRUCTION 2001 EDITION Dl ACCORDANCE WITH ASTN DI76L 6. LUMBER SPECIES IS SOUTHERN POE. PRODUCT CODE GAUGE DIMENSION FASTENERS ALLOWABLE LOADS W H D A HEADER JOIST DOWN UPLIFT (160X) JUS24 18 1 9/16 3 1/8 1 3/4 1 (4) 10d (2) 10d 745 N /A• JUS26 18 1 9/16 4 13/16 1 3/4 1 3/4 _1 3/4 1 1 1 (4) 10d (6).__10d C8) 10d (4) 10d (4) 10d (4) 10d 990 1240 1490 1040 1160 1119 JUS28 18 1 9/16 6 11/16 JUS210 18 1 9/16 _7 13/16 1. Specified Joist nails shall be Installed at 30 to 45 degrees horizontally such that they penetrate through the end of the Joist and Into the header. 2. MMI*RRnn header thickness shall be 1 3/4 Inches for 10d nails. 3. Allowable DOWN toad listed Is at 100% Duration of toad 4. Uplift Load listed as N/A had uplift capacity less than the required 700 pounds. TYPICAL JUS INSTALLATION PP.Oe!j T RENEWED as c:m4TteE w.b 1 3 iT 1'..!ir#ta3 Co.'s 4.ei:roax:c ivit UNITED STEEL PRODUCTS COMPANY 703 RIDERS DRIVE, i1NTREKRY, MN. 56069 PHONE (507) 364 -7333 NAME' FACE MOUNT JOIST HANGER DATE' 02/07/07 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 SHEET! 1 OF 2 DRAWING # t MD0207 MADE PRODUCT CODE GAUGE DIMENSION FASTENERS ALLOWABLE LOADS ALLOWABLE LOADS W W H H D D A HEADER JOIST w DOWN > UPLIFT (1607.) s6 20 SKH26 16 1 9/16 5 1/4 1 7/81 3/16 (6) 16d (6) 10d x 1 1/2 900 870 1. Miter cut required on end of joist to achieve allowable toads. 2. Minimum header thickness shall be 2 Inches for 16d nails, 3. Allowable DOWN load fisted Is at 100% Duration of load. 4. SKH26 Is skewed Right and Left. nom& sloes. INSTALLATION GENERAL NOTES. L STEEL SHALL CO FORM TO ASTH A653, STRUCTURAL GRADE 33. USN AND A MOW GALVANIZED COATING OF G-90. 2. FASTQERS ARE COMMON WIRE NAILS DLESS OTHERWISE NOTED. 3. ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED B. A SHORT TERN DURATION FACTOR IF DOX MR VEND LOAD CONDITION.. 4. ALLOWABLE DOWN LOADS ARE NO INCREASED BY SHORT TERM DURATION FACTIBt. S ALLOVABL.E LOADS ME BASED ON THE NATIONAL DESIGN SPEW/CATIONS FOR WOODS CONSTRUCTION 2001 EDITIDN IN ACCORDANCE WITH ASTN D1761. 6. LUMBER SPECIES IS SOUTHERN PINE. PRODUCT CODE GAUGE DIMENSION FASTENERS ALLOWABLE LOADS W H D A HEADER JOIST DOWN UPLIFT <1607) aL24 20 1 9 /16 3 1 1/2 15/16 (4) 10d (2) 8d x 1 1/2 490 N/A JL26 20 1 9/16 4 3/4 1 1/2 15/16 (6) 1¢d <4) 8d x 1 1/2 740 700 JL28 20 1 9/16 6 3/8 1 1/2 15/16 (10) lad (6) ad x i 1/2 1230 940 JL210 20 1 9/16 8 1/4 .1 1/2 15/16 C14) 10d (8) 8d x 1' 1/2 1720 1170 1. Mlninun header thickness shall be 1 3/4 inches for l0d nails and 2 Aches for 16d nails. 2. Allowable DOWN load listed Is at 1002 Duration of load 3. UpUft Load listed os N/A had uplift capacity Was than the. required 700 pounds. TYPICAL ..26 -2 INSTALLATION .1.26 -E PRODUCT RENEWED ar:war t) Elig, r+ atC 11cn :.? Delo 2o UNITED STEEL PRODUCTS COMPANY 703 RDfiERS DRIVE, NIIIT6 (R`f, Ill 56069 PHOHE <507) 364 -7333 NAME' FACE MOUNT JOIST HANGER DATE1 02/07/07 SHEETI 2 OF 2 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 DRAWING It r MDO207 • MDADE This safety alert symbol is used to attract your attention! PERSONAL SAFETY IS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. ACAUTION: A CAUTION identifies safe operating practices or indicates unsafe conditions that could result in personal injury or damage to structures. HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES® is the responsibility of the installer (builder, building contractor, licensed Dntractor, erector or erection contractor) to properly receive, unload, store, andle, install and brace-metal plate connected wood trusses to protect life and operty. The installer must exercise the same high degree of safety awareness as ith any other structural material. TPI does not intend these recommendations to, e interpreted as superiorto the projectArchitect's or Engineer's design specification r handling, installing and bracing wood trusses for a particular roof orfloor.These :commendations are based upon the collective experience of leading technical CAUTION The builder, building contraOstr licftn contractor.,~ erector- or. erection contractorTrs''a vised to obtain ana read the entire booklet Cor mentary and Recommendations for Handiin -I stalling: & .Bracing Metal Plate Cottriecte W Trusses, HIB -91 ° from the Truss Plate lnstjt ' DANGER: 'A DANGER designates a condition where failure to follow instructions or heed warn - Ing will most likely result in serious personal Injury or death or damage to structures: - WARNING: • A WARNING describes a condition where failure to follow instructions could result in severe personal injury' or damage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833 -5900 personnel in the wood truss industry, but must, dueto the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or instalier.Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility fordamages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright ® by Truss Plate Institute, inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed In the United States of America. C U � ! t #+bra,ry, racing should be no less a 4' 'I a eked lumber. Ail. connections :am 0;440. rrt`lnliiiii rs or 2-16d nails, All ruses assumed 2' ors center -.or Less Ali multi ply ' ou h contiegtedatogether in accor- gs.piitotsstaiiatiou::: SSSTORA CAU IOiyiT-rus$skshculd: t be unloade;,;on rough�terrain erg 'une a u E "0i4440' s 114 #f4X4 ' �::causo:«damage�a #tie truss. �;'�. Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. WARNING: Do not break banding until installa tion begins or lift bundled trusses by the bands:. WARNING: Do not use damaged trusses..', =-kr Trusses stored vertically should be braced to prevent toppling or tipping. DANGER: Do not store bundles upright unless properly braced, ,,DANGER: Walking on trusses which are lying .P'?. flat is extremely dangerous and should be strictly prohibited. Frame 1 A WARNING: Do not attach cables, chains, or hooks to the web members. , Tag Line I I Approximately 1/2 truss length I I Approximately '/z truss length Truss spans less than 30'. Spreader Bar Toe In Toe In \ \ \_ !\ Iv- I % • Approximately 1/2 to % truss len a th Spreader Bar Toe In Less than or equal to 60' Tag Une.' Tag Une 1 y a A. WARNING: Do not lift single trusses with spans greater than 30' by the peak: MECHANICAL INSTALLATION Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Une Strongback/ SpreaderBar 10' Approximately 1 to Y truss length Strongback/ SpreaderBar Greater than 60' 10' 10' Approximately /a to i truss len th Less than or equal ,to 60' AVTLO Tompora russes with similarr ci (racing rrangement fi e_ ic:00thid.d.S4P,P419IXEPec r rUsseViZSEARK,andlitsOnleI • At or above .mid-height Tag Line. • . -.Tag Line • Approximately • 1/2. to K truss length • Greater than 60' etermIss. 4:11 , • . t h: ossIbie 1f =ae. i GROUND BRACING :BUILDING INTERIQI err✓,; � o� Ground brace ,- venial (GIN) d trues of bred d oup of trusses nd brc (EB) Ground brace latera (LBO Ground brace, diagonals (GBo: j Note: 2 ^d floor system shall have 54 adequate capacity to support ground braces ':, a 1 floor -GROU iDBRk EN&Bt IEDIl1 G` EXT REOR D Top Chord /Top Chord ''-eGBV Typical vertical attachment e. flan End Wail Ground Brace Verticals GBy) Ground brace diagonals (GB& Ground brace vertical (GBB) Backup ground stake Driven ground stakes -• oraoe , ° 1i4.rusa of bra Later °t (L@ rou of trusor End brace (EB) : ri Strut (ST) Typical horizontal Lis member with multiple stakes (NT) CAUTION: Ground bracing required for all Installations. Frame 2 'gip chords tatzrotittoo�ty6 'rrbuckle ogetherand cause collapse tither* ieno diago- real bracing. Dtagonebraoingehou1dbenailed to the underaideot Die top chord when putties me attached to theicpslde of the top chord. 12 4 or greater i�il► '4.111:NW AIL v L SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBJJ [# trusses] SPIDF SP_F/HF 15 UP to 32' 4112 8' 20 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larc HF - Hem -Fir AU lateral braces lapped at (east 2 trusses. SP • Southern Pine SPF - Spruce - Pine -Fir Continuous Top Chord Lateral Brace Required -, =PAN MINIMUM r PITCH �: Y'r DIFFERENCE TOP CHORD , �' LATERAL•BRACE SPACING(LBS) . TOP CHO , DIAGONALBRACEV" SPACING {DBS) #trusses] SP /DF; :SPF /HF .r 1pto28' 2.5 7' 17 12 )ver 28' - 42' 3.0 6' 9 6 ±ver 42' - 60' 3.0 5' 5 3 ver 60' See a registered professional engineer - Douglas Fir -Larch ' - Hem -Fir SP - Southern Pine SPF - Spruce- Pine -Fir ontinuous Top Chord tteral Brace quired 10° or Greater ,ttachment equired AU lateral braces lapped at least 2 trusses. Frame 3 Top chords that are laterally braced can buckle togetherand cause collapse it there isno diago• nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purins are attached to the topside of the top chord SCISSORS TRUSS 3ottom ct chord -diagonal bracing repeated at each en of the. building and at same 3pacing�as top.chorddiagonai bracing.= 12 ,741:---I 4 or greater Oh A e 71 ''ab&*‘ '14 ■•• �141,frra•- x SPAN MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LBS) • BOTTOM CHORD DIAGONAL BRACE SPACING (DBs) i# trusses] SPLDF SPELHF 15 Up to 32' 4/12 15' 20 Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 - Over 60' See a registered professional engineer — DF - Douglas Fir -Lerc HF - Hem -Fir SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. tiOliortYptANkl DRIVING aitur�e: ever periona{r" mss"?, VOLIpmt � k A il—ir.SU Cross bracing repeated at each end of the building and at 20' intervals. .c r - Permanent -s continuous o lateral bracing as specified by the truss engineering. WEB MEMBER PLANE Frame 4 SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LBs) TOP CHORD DIAGONAL BRACE SPACING (DBs) [# trusses] SP /OF SPF /HF Up to 32' 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer OF - Douglas Flr -Larch SP - Southern Pine HF - Hem -Fir - SPF - Spruce -Pine -Fir 9 o 2X4/2x6 PARALLEL CHORD TRUSS Top chords that ars laterally braced can buckle togetherand causecoilapse if there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Continuous Top Chord Rateral Brace Required 10" or Greater Attachment/ Required 30° or greater The end diagonal brace for cantilevered trusses must be pleat* on vertical webs in line with the support. End diagonals sire. a f� stability and must' be p1r t both ends of the truss system. WARAUNG Fai[4,r00 6114ii6t#�es tecgmmeir dat�p s� Qi��tlp s i severre:persoc��amag�ca 4x2 PARALLEL CHORD.TRUSSTOP CHORD' Top chords that are laterally braced can buckle togetherand causecollapse if there lend diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when puffins are attached to the topside of the top chord. 15 Continuous • r -° • 'Top Chord Lateral Brace Required , • —7: 10' or. Greater N. •5 Attachment Required — 30, (088) End diagonals are essential for;`.;. stability and must be dupll`cal both ends of the truss system. Frame 5 31�2a >!' Trusses must have lum- ber oriented In the hori- zontal direction to use this brace spacing. MONO TAMS I SPAN MINIMUM PITCH TOP CHORD ' LATERAL BRACE SPACING(LBS) TOP CHORD ' '. DIAGONAL BRACE SPACING (DBS) [# trusses] SP /DF SPF /HF Up to 24' 3/12 g, 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' __ See a registered professlona engineer DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Spruce - Pine -Fir Diagonal brace also required on end verticals. -4 12 —13 or greater / 9• e• Top chords that ere laterally braced cao buckle togetherand oauseoollap:aJthere taco dlaga nal bracing. Diagonal braciag should benadod to the underside at the top chord when purling' are attached to tit" toMideetthe tap shard. All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required WARNING Eailu(tofgllow t .t PLUMB Truss Depth Dan) Maximum misplacement Lesser of D /50 or 2" eccimmendatlonstould esulti 9Ky .INSTALLATION TOLERANCE • D(in) ' D /50 °; D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1 -1/4" 5' 72" 1 -1/2" 6' 84" 1 -3/4" 7' 96" 2" 8' 108" 2" 9° Plumb Line OUT-OF-PLUMB INSTALLATION TOLERANCES. A. WARNING: Do not cut trusses. 1 1 ±1� 1 ±1/4" Length L(in) BOW Lan) t Lesser of L/200 or 2" tan) Lan) L/200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' t Lesser of L/200 or 2" Lan) 11200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should construction loads of any description be placed on unbraced trusses. Frame 6