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BP-05-335 (3)Permit Receipt Permit Number: BP2005-335 Invoice Number: imp-1-06-23452 Applicant: CORY GITTNER Company Name: Date 01/17/2006 Payment Type CheckNum Check CC Amount $65.00 Total Payment: $65.00 Tuesday, January 17, 2006 Page 1 of 1 Issue Date: 8/18/2005 Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax: (305)756-8972 Permit Expires: 05/05/2006 Owner's Name: CORY GITTNER Permit Type: Imported Permit Work Classification: Addition Job Address: 551 102 Street NE Miami Shores Village, FL 33138- Contractor(s) ORONI INC Phone (305)685-0412 Primary Contractor Yes Comments: NEW 2 STORY GARAGE AND TWO BEDROOM WITH A BATHROOM Additional Information Perm Type: Building Alpha Four: ADDITION Alpha Six: SINGLE FAM Pay Amount: 4232.77 Bond Return : Alpha Two: ADDITION Alpha Five: Residential Pay Date: 8/18/2005 Pay Comments: PD BY CK # 1178 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for 'ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS 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. Futhermore, I authorize the above -named contractor to do the work stated. Parcel #: Block: Section: Permit Status: APPROVED Permit Number: BP2005-335 Phone: (305)757-4900 1132060170980 Lot: PB: Total Square Feet: 0 Total Valuation: $ 125,000.00 Required Inspections Slab Tie Beam Columns NEW CONSTRUCTION Columns Floor Trusses Tie Beam Columns Fees Due Building Fee Scanning Fee Total: Amount $35.00 $30.00 $65.00 Invoice Number imp-1-06-23452 Total: Amt Due $65.00 Amt Paid N 1 AID C. Building Department File Copy NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county. AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT DISTRICTS, STATE AGENCIES, OR FEDERAL AGENCIES. Applicant Signature Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2001 Permit No. BP - 3 S aster Permit No. Permit Type (circle): A uildi Electri al V`- Plumbing Mechanical Roofing Owner's Name (Fee Simple Titleholder) (6/e y /-f /-' e z Phone # 7r7-. v Owner's Address 5/ iv / e Z 5 City //(, /It /'2e ! State p/ Zip - 3 1"W Tenant/Lessee Name Phone # Job Address (where the work is being done) ./ r/ IN E / n Z 57- City Miami Shores Village County Miami -Dade Zip Is Building Historically Designated YES NO Contractor's Company Name 420,E / /- Phone # f - 4 9' Contractor's Address / '4 fD tie City AT . r-< < �a- ►—t 1 Qualifier C rz yr MtA) State S'S Zip 33 tG State Certificate or Registration No. Certificate of Competency No. Architect/Engineer's Name (if applicable) l` /'9 ''- ft/Se /Phone # $ Value of Work For this Permit �7, gra ." t 2 3 ice Square Footage Of Work: Type of Work: Addition ❑Alteration ❑New ❑ Repair/Replace ❑Demolition Describe Work: 1oP S T,2c)ss r i N Er ****************************Fees****************************** Submittal Fee $ Permit Fee $ CCF $ CO/CC. Notary $ Training/Education Fee $ Technology Fee $ Scanning $ =10. CO Radon $ Zoning Bond $ Code Enforcement $ Structural Plan Review. $ Total Fee Now Due $ (Continued on opposite side) 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 and a reinspection fee will be charged. Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this The foregoing1instrument was acknowledged before me this- J day of , 20 , by day of . A 1 .1 , 20c byc .L_, ;'f 4Do 1G,t Si -,A who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: ��N_OTA1tY Pi1AL1 �c•1!! 0 i -di. Print: Print: �► �'.rm�,..s MyCommission Expires: a � ""' . ��'I4/6N'i� P My o t ,�� :: • Bonded Thru Alan ' c Bonding ..,********************************************************************************** ******R****************** as identification and who did take an oath. APPLICATION APPROVED BY: chc 05/13/03 ` /0 A, Plans Examiner Engineer Zoning • : ••• • . • .•• •• •• •• • • .• •• • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • •• • • • Engineering Cover_eerr • •• • • • • • • •• • • • • • • • • • • This cover sheet is provided as per Florida Statute 611 i;3 (Q03lieil•of signing and sealing each individual sheet. An index sheet of the t&si design; ls:attached which is numbered and with the identification and date of each drawing. Engineer of Truss Design Package John A. Inter, P.E. FL Reg. Eng. No. 36205 3320 Paddock Road Weston, FL 33331 (954) 600-7123 Project Name: GITTNER N° 121 905 1 551 N.E.102 STREET MIAMI SHORES, FLORIDA Building Authority: MIAMI SHORES, FLORIDA Design Load: 30 + 15 + 0 + 10 PSF, Building Code: FBC2001/ASCE 7/98 Software Used: MiTek 2000 Ver. 5.1 Project Engineer of Record: ,4 ROYAL TRUSS CORP. 9550 NW 79 AVE. # 5 To: ..: •...Re.ctsottSummary HIALEAH GARDENS, FL 33016 Phone: 305-822-0020/21 Fax: 305-822-0029 JOB # 121905 GITTNER RES. • : • • •. 7c�•.'lu•nitier : 121905 • . • Page, • • •1• • Project: Block No: Model: Lot No: 551 NE 102 ST. MIAMI SHORES, FL. Date: 12-17-2005 - 9:01:40 AM Project ID: 121905 • • • • . .. Contact: Site: Office: Deliver To: : : • • . •A oty't1S No; .•. • • Name: Phone: Fax: • • • • • • • • • • •DC,sigyer: • tdcCe I.Savies • Jalespetson: • • Quote Number: Tentative Delivery Date: -- - _ _ •ea •• Profile: Qty: Truss Id: Span: Truss Type: Slope: Reaetior .. • _ , . . • • . . . . .•. .. 5 CJ5 7 - 0 - 14 CORNER JACK 1-9-9 2.12 Joint2 Joint6 3701bs. 4361bs. 29 lbs. each 0.00 -940 Ibs. -794 lbs. 1 CJ6 7 - 0 - 14 CORNER JACK 1 - 6 - 14 2.12 Joint 1 Joint 5 218 lbs. 458 lbs. 26 lbs. each 0.00 -598 lbs. -839 Ibs. 2 CJ7 7 - 11 - 6 CORNER JACK 1-11-7 2.12 Joint2 Joint6 4261bs. 559 lbs. 32 lbs. each 0.00 -496 lbs. -408 lbs. 3 Ht 23 - 8 - 0 HIP TR 2-3-10 3.00 Joint2 Joint8 1388 Ibs. 1388 lbs. -- r °"�� 104 lbs. each 0.00 -1052 lbs. -1052 lbs. 3 H2 23 - 8 - 0 HIP TR 2 - 9 - 10 3.00 Joint 2 Joint 8 104lbs. each 1388 lbs. 1388 lbs. 1 H3 23 - 8 - 0 HIP TR 0.00 3 - 3 - 10 3.00 -10341bs.-10341bs. Joint 2 Joint 9 1388 Ibs. 1388 lbs. �a �� 110 lbs.: each 0.00 -1017lbs. -1017 lbs. 2 H4 23 - 8•- 0 HIP TR 3- 0- 4 3.00 Joint 2 Joint 7 `'-`). 1388 lbs. 1388 lbs. 1031bs. each 0.00 -10271bs.-10271bs. 6 (3) 2-Ply HG1 23 - 8 - 0 HIP GIRDER 1- 9- 10 3.00 Joint 2 Joint 8 N 2146 lbs. 2146 lbs. C-.) � --„, 100Ibs. Lr-.1 each 0.00 -16121bs. -1612 Ibs. d 1 HG2 12 - 4 - 0 HIP GIRDER 1-11-12 '3.00 Joint2 Joint 1623 Ibs. 1485 lbs. 50lbs. each 0.00 -1186lbs.-905 lbs. 15 J1 1 - 6 - 0 JACK TR @ 45 0- 11 - 2 3.00 Joint 2 Joint 3 Joint 4 2161bs. 25 lbs. 14 Ibs. I I L 6 lbs. each 0.00 -438 lbs.lbs. / L1 J11 1 - 6 - 0 JACK TR @ 45 0- 8- 6 3.00 -100 Joint 1 Joint 2 Joint 3 78 lbs. 641bs. 14 lbs. L 4lbs. each 0.00 -155 lbs. -1 15 J3 3 0 0 1- 3- 10 -661bs.-1001bs. Joint 2 Joint 3 Joint 4 - - JACK TR @ 45 3.00 299 lbs. 85 lbs. 26 Ibs. 10 lbs. each 0.00 -6001bs.-541bs. -182 Ibs. / 1 J31 3 0 0 1 - 0 - 14 Joint 1 Joint 2 Joint 3 - - JACK TR @ 45 3.00 154 Ibs. 126 lbs. 28 lbs. U 9 Ibs. each 0.00 -95 lbs. -129 lbs. 23 ' J5 5 - 0 - 0 JACK TR @ 45 1- 9- 10 3.00 Joint 2 Joint 4 Joint 5 395 Ibs. 154 lbs. 81 lbs. J 17lbs. each 0.00 -788 lbs. -231 Ibs.-264 lbs. 1 J51 5 - 0 - 0 ROOF TRUSS 1- 6- 14 3.00 Joint 1 Joint 2 Joint 3 253 lbs. 207 lbs. 46 lbs. j 15 lbs. each 0.00 -1571bs.-2121bs. 4 J52 5 - 0 - 0 JACK TR 1- 6- 14 3.00 Joint 1 Joint 2 Joint 3 264 lbs. 2161bs. 48 Ibs. t) 15 lbs. each 0.00 -1641bs.-2201bs. 1 J53 - 5 - 8 - 8 1-11-12 ROOF TRUSS 3.00 Joint2 Joint3 Joint4 431 lbs. 223 lbs. 53 lbs. c--u d 18 lbs. each 0.00 -463 Ibs.-210 lbs. 5 Ml 5 - 7 - 0 2- JACK TR 0- 2 3.00 Joint 2 Joint 6 Joint 5 406 Ibs. 5101bs. 328 lbs. t 24Ibs. each 0.00 -813 Ibs.-934 Ibs. -202 lbs. 1 V11 11 - 9 - 0 1 VALLEY TR -5 - 2 3.00 Joint 1 Joint 4 Joint 3 2141bs. 6361bs. 2141bs. 33 lbs. each 0.00 -129 lbs. -392 Ibs.-129 lbs / --` 1 V4 4 - 0 - 0 0- VALLEY TR 6- 0 3.00 Joint 1 Joint 2 Joint 3 63 lbs. 126 lbs. 63 lbs. 1 6lbs. each 0.00 Ibs. lbs -63-111 -641bs. ti Job 121905 Truss CJ5 Truss Type CORNER JACK Qty 5 Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 -1-5-0 1-5-0 8 2 Wy �j 109f113i1995;p1TAJE 4DDIT. • • • • • • • • • •• 1 • ••• • • •- • F ob Refeeenee (optional) • • • 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:00 2005 Page 1 4-2-8 • • ••• i•• •7-a14+•• 4-2-8 • • • I • • • • • • • • • • • • • • • • r2-• ge • e • • • • • • •• • • • ••• • • • • 2.12 12 •• • • • •• ••• •• Scale = 1:14.6 • • • • • 2x4 II • • • 4 5 •• 3 • • • 3x4 = • • ••• •• 7 6 2x4 II 2x6 = 3x5 = SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001/ANS195 4-2-8 7-0-14 4-2-8 2-10-6 CSI TC 0.86 BC 0.48 WB 0.42 (Matrix) DEFL in (loc) 1/deft Lid Vert(LL) 0.10 2-7 >745 360 Vert(TL) 0.12 1 >177 240 Horz(TL) -0.02 6 n/a n/a PLATES GRIP MI120 249/190 Weight: 29 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=370/0-11-5, 6=436/Mechanical Max Horz 2=152(load case 2) Max Uplift2=-939(load case 2), 6=-793(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/16, 2-8=0/17, 2-3=-633/1268, 3-4=-54/22, 4-5=-8/0 BOT CHORD 2-7=-1322/601, 6-7=-1322/601 WEBS 3-7=-525/52, 4-6=-212274, 3-6=-628/1381 Sheathed or 6-0-0 oc purlins. Rigid ceiling directly applied or 4-5-1 oc bracing. NOTES 1) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.0psf; BCDL=5.0psf; Category II; Exp C; enclosed; C-C Interior(1); porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 939 Ib uplift at joint 2 and 793 Ib uplift at joint 6. 5) Special hanger(s) or other connection device(s) shall be provided starting at 2-9-15 from the left end to 5-7-1 JOHN A. ILTER, P.E. sufficient to connect truss(es) ??? (1 ply 2 X 4 SYP) to front face of top chord. The design/selection of sucTERED STRUCTURAL ENGINEER connection device(s) is the responsibility of others. STATE OF FLORIDA #36205 6) Special hanger(s) or other connection device(s) shall be provided at 5-7-14 from the left end sufficient to cort82tJ PADDOCK ROAD, WESTON, FL 33331 trusses ??? (1 ply 2 X 4 SYP) to front face of bottom chord, skewed 45.0 deg. to the left, sloping 0.0 deg down.. The design/selection of such special connection device(s) is the responsibility of others. 7) Special hanger(s) or other connection device(s) shall be provided starting at 2-9-15 from the left end to 5-7-14 sufficient to connect truss(es) ??? (1 ply 2 X 4 SYP) to back face of top chord. The design/selection of such special connection device(s) is the responsibility of others. 8) Special hanger(s) or other connection device(s) shall be provided at 5-7-14 from the left end sufficient to connect trusses ??? (1 ply 2 X 4 SYP) to back face of bottom chord, skewed 45.0 deg. to the right, sloping 0.0 deg down.. The design/selection of such special connection device(s) is the responsibility of others. f r 1 2�0� @bktiii®R�tX$E(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Job Truss Truss Type Q/ Wy. • JO88# 1?,1W5 s GIVVE . DDIT. 121905 • •1 • ••• • • • • • leJob Refe?ente eoptiorl'al)' • • Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:00 2005 Page 2 CJ5 CORNER JACK 5 • • • ••• • ••• • • • • • LOAD CASE(S) Standard • • •' • • • • • • • • • • • • • •• 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 • • • • • • •• •• •• • • Uniform Loads (plf) .:. •. •••• • •Vert: 1-8=-90 Trapezoidal Loads (plf) Vert: 8=-0(F=45, B=45)-to-5=-159(F=-35, B=-35), 2=-2(F=9, B=9)-to-6=-34(F=-7, B,,= 7) • • ' •• • • • ' • • • • • • • • •• • • • • • ••• •• • JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 DEC 2 1 2005 Job 121905 Truss CJ6 Truss Type CORNER JACK Qty 1 P4b,It• • tJ080 1i1194:15; pI'jtEIlADDIT. • • • . • • • • • • : 1 t • : • : • cbReferente foptiorfal)"' Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:03 2005 Page 1 1 4-2-8 • - : .. ' i •� • 7-0.14 • • • � � 4-2-8 i• • • • • • • • • • • • •• • . • • 2-15-6• • • . . . • • • • •• •• • • • . • • • Scale:V=1' I 2x4 II •• • • • •• •.• •• 3 4 2.12 r. ' • • • • • • • • 344.= • • • • • 2 c r: 1 2x4 II 6 2x6 = 3x5 = 4-2-8 7-0-14 4-2-8 2-10-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.46 Vert(LL) 0.11 1-6 >686 360 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.50 Vert(TL) 0.11 1-6 >727 240 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) -0.02 5 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 27 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-0-11 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 1=218/0-11-5, 5=458/Mechanical Max Horz 1=112(Ioad case 2) Max Upliftl=-597(Ioad case 2), 5=-838(Ioad case 2) - FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-734/1482, 2-3=-49/19, 3-4=-8/0 BOT CHORD 1-6=-1550/710, 5-6=-1550/710 WEBS 2-6=-517/48, 3-5=-198/244, 2-5=-742/1620 NOTES 1) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.0psf; BCDL=5.0psf; Category 11; Exp C; enclosed; C-C Interior(1); porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 597 Ib uplift at joint 1 and 838 Ib uplift at joint 5. 5) Special hanger(s) or other connection device(s) shall be provided starting at 2-9-15 from the left end to 5-7-14 sufficient to connect truss(es) ??? (1 ply 2 X 4 SYP) to front face of top chord. The design/selection of such spg9i) , connection device(s) is the responsibility of others. J tJ ti Ii A. I L J L. i, P.E. 6) Special hanger(s) or other connection device(s) shall be provided at 5-7-14 from the left end sufficient to eftfdi'ERED STRUCTURAL ENGINEER trusses ??? (1 ply 2 X 4 SYP) to front face of bottom chord, skewed 45.0 deg. to the left, sloping 0.0 deg down. s,TATE OF FLORIDA #36205 The design/selection of such special connection device(s) is the responsibility of others. 3320 PADDOCK ROAD, WESTON, FL 33331 7) Special hanger(s) or other connection device(s) shall be provided starting at 2-9-15 from the left end to 5-7-1-4 sufficient to connect truss(es) ??? (1 ply 2 X 4 SYP) to back face of top chord. The design/selection of such special connection device(s) is the responsibility of others. 8) Special hanger(s) or other connection device(s) shall be provided at 5-7-14 from the left end sufficient to connect n c n trusses ??? (1 ply 2 X 4 SYP) to back face of bottom chord, skewed 45.0 deg. to the right, sloping 0.0 deg down' 1 2005 The design/selection of such special connection device(s) is the responsibility of others. @b{iti il@rik6¢E(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Job • JO4i!10 1Z5;GI-GCJE}RiADDIT. • • • • 121905 • 1 •• •'• • • • • • JoERefeterft:e toptiortal)•' • Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:03 2005 Page 2 Truss CJ6 Truss Type CORNER JACK Qty 1 • • • ••• LOAD CASE(S) Standard •• • • • • • •• • • • 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 ; ; ; •; . • Trapezoidal Loads (plf) • • • • • Vert: 1=-7(F=41, B=41)-to-4=-159(F=-35, B=-35), 1=-2(F=9, B=9)-to-5=-34(F=-7, B=-7) • •• • • • • • • • • • • • • • • • • • • :• • • • •• ••• •• • • • • • • • •• • • • • • ••• •• • • JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 DEC 21 2005 Job 121905 Truss CJ7 Truss Type CORNER JACK Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies :0874•12.19Q5 ;GITX§IERIADIT. • • • • • ••• • • • dolsRefertnee (OptionSI) "' 5.200 s Jan 16 2004 MTek Industries, Inc. Sat Dec 17 08:59:06 2005 Page 1 Qty 2 Pi• • • • 1 • • " 1_5-0 4-7-0 ;• • ••• i•• 7-4.-4 ••• 1-5-0 4-7-0 • • I.• ' • • • • • • • 3's4$ 0 • • • • • • • • • • • • • • • • • • • Scale: 3/4"=1 8 2 •• • • • •• ••• •• • • • • • •• • • • • • ••• •• 3x4 3 • • 2x4 II 4 5 7 6 2x4 II 4 2x6 = 3x5 = 4-7-0 4-7-0 7-11-6 3-4-6 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001/ANSI95 CSI TC 0.69 BC 0.25 WB 0.19 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) 0.03 7 >999 360 Vert(TL) 0.16 1 >134 240 Horz(TL) 0.01 6 n/a n/a PLATES GRIP M I120 249/190 Weight: 33 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=426/0-11-5, 6=559/Mechanical Max Horz 2=178(load case 2) Max Uplift2=-495(load case 2), 6=-407(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/16, 2-8=0/17, 2-3=-904/345, 3-4=-61/28, 4-5=-10/0 BOT CHORD 2-7=-446/867, 6-7=-446/867 WEBS 3-7=0/68, 4-6=-266/298, 3-6=-899/463 Sheathed or 5-10-15 oc purlins. Rigid ceiling directly applied or 8-9-2 oc bracing. NOTES 1) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.0psf; BCDL=5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.33. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 Ib uplift at joint 2 and 407 Ib uplift at joint 6. 5) Special hanger(s) or other connection device(s) shall be provided starting at 2-9-15 from the left end to 5-7-14 sufficient to connect truss(es) ??? (1 ply 2 X 4 SYP) to front face of top chord. The design/selection of such spialrl N A. I LTER, P. E. connection device(s) is the responsibility of others. REGISTERED STRUCTURAL ENGINEER 6) Special hanger(s) or other connection device(s) shall be provided at 5-7-14 from the left end sufficient to connegt,-A,- OF FLORIDA #36205 trusses ??? (1 ply 2 X 4 SYP) to front face of bottom chord, skewed 45.0 deg. to the left, sloping 0.0 degodoZU ,ADDOCtt ROAD, WESTON, FL 33331 The design/selection of such special connection device(s) is the responsibility of others. 7) Special hanger(s) or other connection device(s) shall be provided starting at 2-9-15 from the left end to 5-7-14 sufficient to connect truss(es) ??? (1 ply 2 X 4 SYP) to back face of top chord. The design/selection of such special connection device(s) is the responsibility of others. 8) Special hanger(s) or other connection device(s) shall be provided at 5-7-14 from the left end sufficient to connect trusses ??? (1 ply 2 X 4 SYP) to back face of bottom chord, skewed 45.0 deg. to the right, sloping 0.0 deg down.. The design/selection of such special connection device(s) is the responsibility of others. @akli {afeitQR,Mg,¢E(S) section, loads applied to the face of the truss are noted as front (F) or back (B). n r 2.. i 2005 Job 121905 108 V•1249Q5-'.CaITTpIE� ADDIT. • • • • • • • • • • ••• • • • .lob•R aferende (8ptionA) .6 • Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:06 2005 Page 2 Truss CJ7 Truss Type CORNER JACK LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-8=-90 Trapezoidal Loads (plf) Vert: 8=0(F=45, B=45)-to-5=-179(F=-44, B=-44), 2=-2(F=9, B=9)-to-6=-38(F=-9, B=.95• Qty 2 • • 1 • • • • • • ••• • • •• • • • • • • • • • •• • • • • • • • • • • • • • • ••• • • • •• • • • • • • •• • • • • • • • • • • • • .• ••• •• • • • • • • • • • • • • •• • • • • • ••• •• JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 DEC 2 i 2005 Job 121905 Truss H1 Truss Type HIP TR Qty 3 PIS • •,�6412.69% • • • • -GITT•NER ADDIT. • • • • • • • • Jbb R%rJhct (optional) • • • Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:09 2005 Page 1 r1-0-01 4-0-8 I 7-0-0 I 11-10-0 16-8-0. • • • •••19•7-8• •• • •• • 23 B-0 ' 8 (j I i• ••_ h 124 1-0-0 4-0-8 2-11-8 4-10-0 4-10-Di • •• • • • • . -• i : : $01 1-0-0 • • • • • • • • Scale = 1:44.5 •• • • • •• ••• •• • • • • • • • • • 3.00 FIT 5x12 = •• • • • • • ••• •• 2x4 11 5x12 = 2x4 4 5 6 2x4 3 7 v v1 2 8 4 II 9 �t N O d 3x6 = 12 11 10 3x6 = 3x4 = 5x8'= 3x4 = I 7-0-0 I 11-10-0 16-8-0 23-8-0 I I 7-0-0 4-10-0 4-10-0 7-0-0 Plate Offsets (X,Y): [2:0-2-12,0-1-8],[4:0-6-0,0-2-01,16:0-6-0,0-2-01,_[8:0-2-12,0-1-8],111:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.82 Vert(LL) 0.50 11 >551 360 M1120 249/190 TCDL 15.0 Lumber Increase 1.33' BC 0.80 Vert(TL) -0.62 11 >446 240 BCLL 0.0 Rep Stress Incr ' YES WB 0.27 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 105 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-8-10 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 3-11-14 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=1388/0-8-0, 8=1388/0-8-0 Max Uplift2=-1051(load case 2), 8=-1051(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-3767/2329, 3-4=-35312219, 4-5=-4102/2700, 5-6=-41022700, 6-7=-3531/2219, 7-8=-3767/2329, 8-9=021 BOT CHORD 2-12=-2132/3575, 11-12=-1997/3426, 10-11=-1997/3426, 8-10=-2132/3575 WEBS 3-12=-194/149, 4-12=0/184, 4-11=-539/896, 5-11=-436/405, 6-11=-539/896, 6-10=0/184, 7-10=-194/149 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.0psf; BCDL=5.0psf; Category I►; Exp C; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. H N A. I LTE R P.E. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1051 Ib uplift at joidar and 1051 Ib uplift at joint 8. REGISTERED STRUCTURAL ENGINEER LOAD CASE(S) Standard STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 DEC 2 1 2005 Job 121905 Truss H2 Truss Type HIPTR Qty 3 PI; • • • : 1 • • OffI121gb5 - EDIT. • • • • • • • •• •• • ;':• Job126renc6 (dbtionaT) "' Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:11 2005 Page 1 ••• ,•2s_sVo • I.1-0-01 5-0-8 I 9-0-0 I 11-10-0 14-8-0 A8-7-8 •',• i r'. p4-8-9 1-0-0 5-0-8 3-11-8 2-10-0 2-10-0 • . i1-11 8 • • . • • • ' -04.: 1-0-0 • • • • • • • • • Scale= 1:44.5 •• • • • •• ••• •• • • • • • • • • 4x5 = • 3.00 12 3x4= 4x5—•• ' ' ' ' ' "' •• 4 5 6 3x4 % 3x4 _ i" 3 1 7 v v1 M IrAh‘l _■ 8 9 v N 3x6 = 14 13 12 11 10 3x6P.M101-,41 2x4 II 3x8 = 3x4 = 3x8 = 2x4 II I 5-0-8 I 9-0-0 1 148-0 18-7-8 23-8-0 I I 5-0-8 3-11-8 5-8-0 3-11-8 5-0-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.65 Vert(LL) 0.35 11-13 >797 360 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.42 Vert(TL) -0.46 11-13 >602 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 105 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-9-9 oc purlins. BOT CHORD 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 4-7-11 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=1388/0-8-0, 8=1388/0-8-0 Max Uplift2=-1033(load case 2), 8=-1033(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-3820/2248, 3-4=-3137/1954, 4-5=-3028/1945, 5-6=-3028/1945, 6-7=-3137/1954, 7-8=-3820/2248, 8-9=0/21 BOT CHORD 2-14=-2057/3629, 13-14=-2057/3629, 12-13=-1818/3142,11-12=-1818/3142, 10-11=-2057/3629, 8-10=-2057/3629 WEBS 3-14=0/77, 3-13=-686/382, 4-13=-178/412, 5-13=-332/149, 5-11=-332/149, 6-11=-178/412, 7-11=-686/382, 7-10=0/77 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.0psf; BCDL=5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1033 Ib uplift at joi j®H N A. I LI E R, P.E. and 1033 Ib 8. uplift at joint REGISTERED STRUCTURAL ENGINEER LOAD CASE(S) Standard STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 r n 9 1 2005 Job 121905 Truss H3 Truss Type HIP TR Qty PI: • •4°131121gC>.5 • • • -C•ITI ER ADDIT. • • • • • • • • Sob4ltferencc (8ptional) • • • Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.200 s Jan 16 2004 M �1-0.0I 4-4-11 I 7-8-5 I 11-0-0 112-8-0 15-11-f. Tek Industries, Inc. Sat Dec 17 08:59:14 2005 Page • • • • • 193-S • • •2340I k 1 ?4-8-9 • • • •• 4-4-11 3-3-11 3-3-11 1-8-0 3-3-13 • 3-3-1: • i .44-1; 1-0-0 •• • • = 1:44.5• ••• • Scale •• • • • •• ••• •• • • • • • 4x4= • • • 5x12 = • 3.00 12 •• • • • • • ••• •• • 5 6 3x4 3x4 4 7 2x4 2x4 3 8 0 v1 2 9 10IA 0 0 3x6 = 15 14 13 12 11 3x6 = 3x4 = 3x8 = 3x4 = 3x4 = 3x4 = l 6-0-8 I 11-0-0 12-8-0 17-7-8 23-8-0 I I l 6-0-8 4-11-8 1-8-0 4-11-8 6-0-8 Plate Offsets (X,Y): [6:0-6-0,0-2-0j LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.64 Vert(LL) 0.33 11-13 >841 360 MII20 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.60 Vert(TL) -0.44 11-13 >634 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 110 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-9-9 oc purlins. BOT CHORD 2 X 4 SYP No.1 D c BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=1388/0-8-0, 9=1388/0-8-0 Max Uplift2=-1016(load case 2), 9=-1016(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-3829/2226, 3-4=-3540/2053, 4-5=-2701/1668, 5-6=-2606/1659, 6-7=-2697/1667, 7-8=-3542/2053, 8-9=-3829/2226, 9-10=021 BOT CHORD 2-15=-2038/3638, 14-15=-1781/3215, 13-14=-13732601, 12-13=-1781/3215, 11-12=-1781/3215, 9-11=-2039/3639 WEBS 3-15=-296/256, 4-15=-56/326, 4-14=-740/479, 5-14=-218/429, 6-14=-186/201, 6-13=-218/433, 7-13=-743/481, 7-11=-56/328, 8-11=-295256 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.0psf; BCDL=5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1016 Ib uplift at j, rt r�1 T1 F. N A. 1 LTER, P.E. and 1016 Ib uplift at joint 9. REGISTERED STRUCTURAL ENGINEER LOAD CASE(S) Standard STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 P " 21 2005 Job 121905 Truss H4 Truss Type YP HIPTR Qty 2 PIS; • • • • 1 • .0B'iit, i214ks - 6+TTIJER 14DDIT. • • • • • • • • • • : ••: • • • Jab RLterence (optional) • Royal Truss Corp, Hialeah Gardens, EL 33016, Eddie Davies 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:16 2005 Page 1 • • • • • • • .•• 1.1-0-01 5-5-12 I 9-10-8 1 13-9-8 • •184•4 • t3�-� i • _ • 1-0-0 5-5-12 4-4-12 3-11-0 • •+ •'4-� : i• i 5i12i •i f l • 1-0-0 • ••• • • • • Scale=1:44.5 •• • • • •• ••• •• • 5x12= • • • •• •• 3.00 FIT 4x5 = • •• • • • • • ••• •• 4 5 3x4 : 3x4 = @ 3 6 CD 711 7 8 v CV uI 6 47 3x6 = 13 12 11 10 9 3x6 = 2x4 11 3x4 = 3x4 = 3x8 = 2x4 II 5-5-12 1 9-10-8 13-9-8 18-2-4 23-8-0 1 1 1 5-5-12 4-4-12 3-11-0 4-4-12 5-5-12 Plate Offsets (X,Y): [4:0-6-0,0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.67 Vert(LL) 0.34 10 >821 360 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.61 Vert(TL) -0.44 10 >632 240 BCLL 0.0 Rep. Stress Incr YES WB 0.34 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 104 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-9-2 oc purlins. BOT CHORD 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied or 4-7-13 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=1388/0-8-0, 7=1388/0-8-0 Max Uplift2=-1026(load case 2), 7=-1026(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-3807/2215, 3-4=-2970/1844, 4-5=-2853/1835, 5-6=-2969/1842, 6-7=-3807/2216, 7-8=0/21 BOT CHORD 2-13=-2023/3614, 12-13=-2023/3614, 11-12=-1578/2854, 10-11=-15782854, 9-10=-2024/3615, 7-9=-2024/3615 WEBS 3-13=0/90, 3-12=-840/472, 4-12=-115/341, 4-10=-240237, 5-10=-115/336, 6-10=-842/476, 6-9=0/91 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.0psf; BCDL=5.opsf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1026 ibigittivom 21 LTER, P. E. and 1026 Ib uplift at joint 7. REGISTERED STRUCTURAL ENGINEER LOAD CASE(S) Standard STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 nr_n % 1 2005 Job 121905 Truss HG1 Truss Type HIP GIRDER Qty 3 PIy • •• iF OB ?21205 - T J R•P,7bIT. : • • • • • • Job Rafereice'(optional? • •• Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:19 2005 Page 1 r1-"I 5-0-0 { 8-5-14 I 11-10-0 15-2-2 _ `18-8-0 . • . : .. • 23-84 • 40 8 1-0-0 5-0-0 I �I • • 3-5-14 3-4-2 3-4-2 • • • • i• • • • • • . Iz l • • •3-5-�4 • • • • : $•0-Q 1-0-0 • • • • • • • • • •• • • •• •• • • Scale = 1:44.5 •• • • • •• ••• •• • • • • •• 3.00 riT •• • • 5x12= 2x4 II 3x8= 2x4'11" • • •5x1• 2 ! ••• •• v ro�1 2 3 4 5 • 6 7 8 9 v? v d0 II Id 3x5 = 15 14 13 12 11 10 3x5 = 2x4 II 3x8 = 2x4 II 4x5 = 3x8 = 2x4 II I 5-0-0 I 8-5-14 11-10-0 15-2-2 18-8-0 23-8-0 5-0-0 I I I I 3-5-14 3-4-2 3-4-2 - 3-5-14 5-0-0 Plate Offsets (X,Y): [3:0-6-0,0-2-0],17:0-6-0,0-2-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.67 Vert(LL) 0.67 13 >412 360 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.96 Vert(TL) -0.78 13 >355 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 201 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3-11-10 oc purlins. BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-4 oc bracing. REACTIONS (Ib/size) 2=2146/0-8-0, 8=2146/0-8-0 Max Uplift2=-1611(load case 2), 8=-1611(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=021, 2-3=-6656/4410, 3-4=-8752/5990, 4-5=-8752/5991, 5-6=-8752/5991, 6-7=-8752/5990, 7-8=-6656/4410, 8-9=021 BOT CHORD 2-15=-4142/6364, 14-15=-4159/6411, 13-14=-6381/9540, 12-13=-6381/9540, 11-12=-6381/9540, 10-11=-4159/6411, 8-10=-4142/6364 WEBS 3-15=-145/420, 3-14=-17862637, 4-14=-493/460, 5-14=-898/584, 5-13=0/118, 5-11=-898/584, 6-11=-493/460, 7-11=-17862637, 7-10=-145/420 NOTES 1) 2-ply truss to be connected together with 10d Common(.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 4 - 1 row 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 CASE(S) section. Ply to ply connections to all plies, except if noted as front (F) or back (B) face in the LOAD 0 H N A. I L rE R P.E. have been provided to distribute only loads noted as (F) or (B), unlet otherwise indicated. REGISTERED STRUCTURAL ENGINEER 3) Unbalanced roof live loads have been considered for this design. STATE OF FLORIDA #36205 4) Wind: ASCE 7-98; 146mph (3-second C-C Interior(1); Lumber DOL=1.33 plate gust); h=25ft; TCDL=5.0psf; BCDL=S.opsf; Category II; Exp C38K174DOCK ROAD, WESTON', FL 33331 grip DOL=1.33. 5) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1611 Ib uplift at joint 2 and 1611 Ib uplift at joint 8. 8) Girder carries hip end with 5-0-0 end setback f F [' 2 1 2005 ..ontinued on page 2 Job Truss Truss Type ;TBK�21/05: (iIJTaggRram, • •• •• • •• •• •• •• 121905 • • ••• • • • Job Referertc • • o • ional • • • • �>n� r • Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:19 2005 Page 2 NOTES • • • ••• . ••• 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support conc�nt�teVoad(s)`.321b.8itsdown and 220!6�b up at 18-8-0, and 320.81b down and 220.61b up at 5-0-0 on bottom chord. The design/selection of such spec�l lonngction dgvige(() it the resporisibility of others. 10) Special hanger(s) or other connection device(s) shall be provided starting at 5-0-0 from the left eedito 18-8-0 sufficient to connect truss(es) ??? (1 ply 2 X 4 SYP) to front face of top chord. The design/selection of such special connection device(s) is the responsibility of others. HG1 HIP GIRDER Qty 3 LOAD CASE(S) Standard ' 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-7=-143(F=-52), 7-9=-90, 2-15=-20, 10-15=-32(F=-12), 8-10=-20 Concentrated Loads (lb) Vert: 15=-321(F) 10=-321(F) y• •• •• • • •• ••• •• • • • •• • • •• • • • • • • • • •• JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 DEC 2 , 2005 Job Truss Truss Type Qty 1 Ply. .08M�/2120%- §g-TagR•AMIT. 121905 • • ••• • • • • Job Rdereace•(optional1 • • • Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.200 s Jan 16 2004 MTek Industries, Inc. Sat Dec 17 08:59:23 2005 Page 1 HG2 HIP GIRDER •• • • •1 • • -1-0-0 I 3-4-12 5-8-8 6-7-8 r $-1 • • • • • • • • i F • I• • • 1Q-40 1-0-0 3-4-12 2-3-12 0-11-0 i -3-13 • i • ••• • • q Z2 • • • • • • •• • •• • • ••• • • • • 2 3.00 12 2x4 3 4x4 = 4x4 = 4 5 •• • • • •• ••• •• • • • •• • • • • • • • • • • • ••• •• 2x4 6 1 Scale = 1:23.2 7 3x8 = 5-8-8 5-8-8 9 83x4= 3x4 = 6-7-8 12-4-0 0-11-0 5-8-8 3x8 = Ia o) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001/ANSI95 CSI TC 0.71 BC 1.00 WB 0.23 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) 0.22 7-8 >623 360 Vert(TL) -0.28 7-8 >495 240 Horz(TL) 0.07 7 n/a n/a PLATES GRIP M I120 249/190 Weight: 50 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2 -BOT CHORD WEBS 2 X 4 SYP No.3 Sheathed or 2-6-15 oc purlins. Rigid ceiling directly applied or 3-10-1 oc bracing. REACTIONS (Ib/size) 7=1485/0-8-0, 2=1623/0-8-0 Max Horz 2=45(load case 2) Max Uplift7=-904(load case 2), 2=-1185(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-4082/2459, 3-4=-3973/2415, 4-5=-3913/2413, 5-6=-3971/2411, 6-7=-4134/2568 BOT CHORD 2-9=-2307/3888, 8-9=-2284/3913, 7-8=-2425/3945 WEBS 3-9=-110/196, 4-9=-350/726, 5-8=-434/759, 6-8=-166/192 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.0psf; BCDL=5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 904 Ib uplift at joint 7 and 1185 Ib uplift at joint 2. JOHN A. ILTER, P.E. 6) Girder carries tie-in span(s): 5-0-0 from 0-0-0 to 12-4-0 REGISTERED STRUCTURAL ENGINEER 7) Girder carries hip end with 5-8-8 end setback 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(�s){gTE OF FLORIDA #36205 down and 276.5Ib up at 6-7-8, and 440.41b down and 276.5Ib up at 5-8-8 on bottom chord. The design/sere tlor 4 ?OCK ROAD, WESTON, FL 33331 such special connection device(s) is the responsibility of others. 9) Special hanger(s) or other connection device(s) shall be provided starting at 0-0-0 from the left end to 12-4-0 sufficient to connect truss(es) ??? (1 ply 2 X 4 SYP) to front face of bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 10) 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 Continued on page 2 n F C 2 1 2005 Job Truss Truss Type Qty 1 Ply .•JOB#crt ADM. 121905 • • • • • • • • • • 2• • •• •••• •• • •• • Job Reter.nce (optienal) • • • • Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:23 2005 Page 2 HG2 HIP GIRDER • LOADCASE(S) Standard •.• ••• •�• ••• ••• ••• 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 • • • ▪ • • • ▪ • • • • Uniform Loads (plf)• • •• •• ' '• ▪ '' ' Vert: 1-4=-90, 4-5=-158(F=-68), 5-7=-90, 2-9= 84(F=-64), 8-9=-99(F=-79), 7-8=-84(F=-64) Concentrated Loads (lb) Vert: 9=-440(F) 8=-440(F) • • • • • • • • • • • • • • • • • • • •• • • • • • ••• •• JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 DEC 21 2005 Job Truss Truss Type Qty PIy :d.1014# rtit05' G►4N.i#. • • • . • • • • • • 121905 J1 JACK TR 45 Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies -1-0-0 15 1. • . . • • • • • Job Refbithce (oAtidhal) ' • • 5.200 s Jan 16 2004 M7ek Industries, Inc. Sat Dec 17 08:5%25 2005 Page 1 • • • • • • • •• • •1-6-0 • • • • •• • • • 1-0-0 2 3.00 12 • • • • • • • • . • • • • 01-6-0 • • • . • • • • • • • • • • • • • • • • • • • • • • • •• • • •• • • • •• • • • • • • • • •• • • • • • • • • •• 1-6-0 2x6 = 1-6-0 e = 1:4.7 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001/ANSI95 CSI TC 0.22 BC 0.07 WB 0.00 (Matrix) DEFL in (loc) 1/deft Lid Vert(LL) n/a - n/a 999 Vert(TL) 0.02 1 >664 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.00 2-4 >999 360 PLATES GRIP M I120 249/190 Weight: 6 Ib LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND REACTIONS (Ib/size) 3=25/Mechanical, 2=216/0-8-0, 4=14/Mechanical Max Horz 2=83(load case 2) Max Uplift2=-437(load case 2), 4=-99(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-28/4 BOT CHORD 2-4=0/0 BRACING TOP CHORD BOT CHORD Sheathed or 1-6-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.0psf; BCDL=5.0psf; Category II; Exp C; enclosed; C-C Interior(1); porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 437 Ib uplift at joint 2 and 99 Ib uplift at joint 4. LOAD CASE(S) Standard JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 DEC 2 1 2005 Job Truss Truss Type Ply • 09# gT90t pIrpEJAISQl7. • • • • • • • • • • 121905 J11 JACK TR © 45 Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 1 Qty 1 • • ••• • • • • • • • • • • • Job Reference (optienat) • • •' 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:28 2005 Page 1 1-6-0 1-6-0 3.00 Fir 1-6-0 • • • • • • • •• - • • • • • • •••i• • • • • • • • • • • • • • •;• •• ••• • •• •• •••• ••• ' Scale=1:4.7 •• • • • • • • • • • • • • • • •• • • • • • 2x6 = 1-6-0 • •• • • • • • • • • • • • •• LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI DEFL in (loc) I/defl L/d TC 0.04 Vert(LL) n/a - n/a 999 BC 0.07 Vert(TL) -0.00 1 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix) a Wind(LL) 0.00 1-3 >999 360 PLATES GRIP MI120 249/190 Weight: 5 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=78/0-8-0, 2=64/Mechanical, 3=14/Mechanical ^ Max Horz 1=38(load case 2) Max Upliftl=-154(load case 2), 2=-65(Ioad case 2), 3=-99(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-21/14 BOT CHORD 1-3=0/0 Sheathed or 1-6-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.0psf; BCDL=5.0psf; Category 1I; Exp C; enclosed; C-C Interior(1); porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 Ib uplift at joint 1, 65 Ib uplift at joint 2 and 99 Ib uplift at joint 3. LOAD CASE(S) Standard JOHN A. 1LTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 DEC 2 i 2005 Job 121905 Truss J3 Truss Type JACK TR © 45 Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies -1-0-0 Qty JOBIt 12.1805 •GIT•TNER•ADDli. • .. • • • •• .• • • • • • • • • • • • • • Job et ej ca (optional) : •: • 5.200 s Jan 16 2004 MTek Industries, Inc. Sat Dec 17 08:59:30 2005 Page 1 15 3-0►0 • • • • • • •• 1-0-0 2x6 = • • •• - • • • • • • • •• • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • 3-0-0 3 1 Scale = 1:6.9 4 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001/ANSI95 CSI TC 0.34 BC 0.22 WB 0.00 (Matrix) DEFL in (loc) 1/deft Lid Vert(LL) n/a - n/a 999 Vert(TL) 0.05 1 >348 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.02 2-4 >999 360 PLATES GRIP MI120 249/190 Weight: 11 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD REACTIONS (Ib/size) 3=85/Mechanical, 2=299/0-8-0, 4=26/Mechanical Max Horz 2=117(Ioad case 2) Max Uplift3=-53(load case 2), 2=-599(load case 2), 4=-181(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-42/17 BOT CHORD 2-4=0/0 Sheathed or 3-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.0psf; BCDL=5.0psf; Category II; Exp C; enclosed; C-C Interior(1); porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 Ib uplift at joint 3, 599 Ib uplift at joint 2 and 181 Ib uplift at joint 4. LOAD CASE(S) Standard JOHN A. 1LTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 DEC 21 2005 Job Truss Truss Type Qty Ply •JRE:# 121905 J31 JACK TR © 45 Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies • • • • • • • • • • • • •.• • • • • • . • • • • • JobRefbtencE (dptiEnal) 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:32 2005 Page 1 3-0-0 • • • • • • •2 •• • • • • • • • • • • 3-0-0 3.00 12 • • • • • • • w_• • • • • • • • . • • • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • • • • • • •• • • • • • • • •• 2x6 = 3-0-0 3 3-0-0 Scale = 1:6.1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001/ANSI95 CSI TC 0.17 BC 0.04 WB 0.00 (Matrix) DEFL in (loc) I/defl Ltd Vert(LL) n/a - n/a 999 Vert(TL) -0.00 1-3 >999 240 Horz(TL) -0.00 2 n/a n/a PLATES GRIP M I120 249/190 Weight: 9 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD REACTIONS (Ib/size) 1=154/Mechanical, 2=126/Mechanical, 3=28/Mechanical Max Horz 1=72(load case 2) Max Upliftl=-94(load case 2), 2=-128(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-40/26 BOT CHORD 1-3=0/0 Sheathed or 3-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.0psf; BCDL=5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.33. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 Ib uplift at joint 1 and 128 Ib uplift at joint 2. LOAD CASE(S) Standard JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 DEC 21 2005 Job 121905 Truss J5 Truss Type JACK TR 45• Qty 23 Ply • •• 1. ZJobQefQrepco(optional) 2004 MiTek JOB?t 1.101i05 •GIWNERe4DDli. •• . • • .• •• • ' ' ' '•' • ' • • • • ••. • • • : • : • Industries, Inc. Sat Dec 17 08:59:34 2005 Page 1 • •0 • • Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.200 s Jan 16 i -1-0-0 2-6-0 l 1-0-0 2-6-0 • - • - • • • • I : • : • • • . . . . •. • • '• • • • •• • •• • •• • Scale = 1:10.3 • • • • • • • • 4 3.00 12 • • ' 2x4 II • • 3 •• • • • ••• •• 2 1~ rr a 2x4 II 6 5 2x6 = 2-6-0 5-0-0 2-6-0 2-6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.55 Vert(LL) 0.14 6 >385 360 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.47 Vert(TL) 0.13 6 >421 240 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 17 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-0-0 oc 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 REACTIONS (Ib/size) 4=154/Mechanical, 2=395/0-8-0, 5=81/Mechanical Max Horz 2=164(load case 2) Max Uplift4=-230(load case 2), 2=-787(load case 2), 5=-263(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-53/0, 3-4=-62/32 BOT CHORD 2-6=0/0, 5-6=0/0 WEBS 3-6=-120/0 NOTES 1) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.0psf; BCDL=5.0psf; Category II; Exp C; enclosed; C-C Interior(1); porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 230 Ib uplift at joint 4, 787 Ib uplift at joint 2 and 263 Ib uplift at joint 5. LOADCASE(S) Standard JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 DEC 21 2005 Job 121905 Truss J51 Truss Type ROOF TRUSS Qty 1 Ply 1 O JB* 1Qtg05 I E ... .-'� TIN g PDttr. • • • • • • • • •Job Reference:(optiotiag • • • • Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:37 2005 Page 1 5-0-0 _. • .•• • •• 1 5-0-0 • • • • • • . • . • • • • 2 • • • • • • • • • • • • • • • • • • • • • ••••• • • Scale 3.00 FIT •• • • • ••• •• • • • • • • • • • • • • • • • •• • • • • •'•• =':8.5 '5-0-0 l 2x6 = 5-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress lncr YES Code FBC2001/ANSI95 CSI TC 0.46 BC 0.10 WB 0.00 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) n/a - n/a 999 Vert(TL) -0.03 1-3 >999 240 , Horz(TL) -0.00 2 n/a n/a PLATES GRIP MI120 249/190 . Weight: 15 Ib LUMBER TOP BOT REACTIONS FORCES TOP BOT NOTES 1) Wind: C-C 2) As conditions. 3) Refer 4) Provide and LOAD CHORD 2 X 4 SYP CHORD 2 X 4 SYP BRACING No.2ND ; TOP CHORD Sheathed or 5-0-0 oc purlins. No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. , 1=253/0-8-0, 2=207/Mechanical, 3=46/Mechanical 1=119(load case 2) case 2), 2=-211(load case 2) Compression/Maximum Tension (3-second gust); h=25ft; TCDL=5.0psf; BCDL=5.0psf; Category 11; Exp C; enclosed; DOL=1.33 plate grip DOL=1.33. have not been designed to provide for placement tolerances or rough handling and erection of the fabricator to increase plate sizes to account for these factors. to truss connections. (by others) of truss to bearing plate capable of withstanding 156 Ib uplift at joint 1 2. JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 DEC 21 2005 (lb/size) Max Horz Max Upliftl=-156(load (Ib) - Maximum CHORD 1-2=-67/44 CHORD 1-3=0/0 ASCE 7-98; 146mph Interior(1); Lumber requested, plates It is the responsibility to girder(s) for truss mechanical connection 211 Ib uplift at joint CASE(S) Standard Job 121905 Truss J52 Truss Type JACKTR Qty 4 , Ply • •• 1i JOB4 ..24805 •GITTNERVDDI?. •• • • • •• • • • • • •••• • • • • Job defelscei(optional) •• • • • Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:39 2005 Page 1 5-0-0 • • •. •: . ••• ••• 500 • • • • • • •• • • • •• 2 • • • • • • • • • • • • • • • • • • • • • scale =':8.5 • • • • • • • • 3.00' 12 •• • • • ••• •• • • • • • • • • • • • • • •• • • • • •• •• ri 1 2x6 = 5-0-0 5-0-0 I LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.50 Vert(LL) n/a - . n/a 999 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.11 • Vert(TL) -0.03 1-3 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 , Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 15 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS 1=264/Mechanical, 2=216/Mechanical, 3=48/Mechanical 1=119(load case 2) (Ib/size) Max Horz Max Upliftl=-163(load case 2), 2=-219(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-67/44 BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.0psf; BCDL=5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.33. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 Ib uplift at joint 1 and 219 Ib uplift at joint 2. LOAD CASE(S) Standard JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 DEC 21 7005 Job 121905 Truss J53 Truss Type ROOF TRUSS Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies -1-0-0 1-0-0 2 2x6 = Qty 1 Ply JOB it AD! 1! • • • • • • • • • 1 • • • • • • • • Job Iteferance:(optiopal) • • • • •• 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:41 2005 Page 1 3.00 Fli 5-8-8 • • • • • • • •• . _4,. • • •• • - 5-8-8 • • • • • .• ••• • • • •�• • • • • • • • • • •'• • • • • • • • • 5-8-8 •• • • • •• • • • • • • • • • • Scal9= 1:11.5 5-8-8 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0' SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001/ANSI95 CSI TC 0.53 BC 0.13 WB 0.00 (Matrix) DEFL in (loc) Udefl L/d Vert(LL) n/a - n/a 999 Vert(TL) 0.13 1 >131 240 Horz(TL) -0.00 3 n/a n/a PLATES , GRIP M I120 249/190 Weight: 19 Ib LUMBER t BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD REACTIONS (Ib/size) 3=223/Mechanical, 2=431/0-8-0, 4=53/Mechanical Max Horz2=180(load case 2) Max Uplift3=-209(Ioad case 2), 2=-462(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-68/46 BOT CHORD 2-4=0/0 Sheathed or 5-8-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.0psf; BCDL=5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.33. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate' capable of withstanding 209 Ib uplift at joint 3 and 462 Ib uplift at joint 2. LOAD CASE(S) Standard JOHN A. 1LTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 DEC 21 2005 Job 121905 Truss M1 Truss Type JACK TR Royal Truss Corp, Hialeah Gardens, FL 33016; Eddie Davies -1-0-0 1-0-0 1 2 2x6 = 3.00 12 Qty 5 Ply • • 1.• J01301.24905 •GITTNER•4DDii. • •• • • • •• •• • • • • • • • • • • • • • • • • • • Job Qefgikc4(oEticillal) ; •;• 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:44 2005 Page 1 3 5-7-0 • • • • • • • • • �10 0 • • grim - v. - • • . 5-7-0 • • • • • • •• • • • •• • • • • • • • • • • 0-3-0 • • • • • • • • • • • Scale:1-.1' • • • • • • • • 3x4 72x4II 5-7-0 •• • • • •• • • • • 2x4 II 5 • • 4 •• •• • •• • •• • • • • • • • •• 3x5 = 5-7-0 IQ 0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001/ANSI95 CSI TC 0.48 BC 0.19 WB 0.27 (Matrix) DEFL in (loc) 1/deft Lid Vert(LL) 0.03 6-7 >999 360 Vert(TL) 0.03 6-7 >999 240 Horz(TL) -0.01 6 n/a n/a PLATES GRIP M I120 249/190 Weight: 25 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 5=-201/0-1-8, 2=406/0-8-0, 6=510/0-1-8 Max Horz 2=183(Ioad case 2) Max Uplift5=-201(load case 1), 2=-812(load case 2), 6=-933(Ioad case 2) Max Gravy=328(Ioad case 2), 2=406(Ioad case 1), 6=510(Ioad case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-447/811, 3-4=-58/34, 4-5=-56/80 BOT CHORD 2-7=-855/391, 6-7=-855/391 WEBS 4-6=-373/538, 3-7=-401/45, 3-6=-405/887 Sheathed or 5-7-0 oc purlins. Rigid ceiling directly applied or 6-1-9 oc bracing. NOTES 1) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.0psf; BCDL=5.0psf; Category 11; Exp C; enclosed; C-C Interior(1); end vertical right exposed; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 6. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 Ib uplift at joint 5 812 lb uplift at joint 2 and 933 lb uplift at joint 6. JOHN A. ILTER, P.E. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. REGISTERED STRUCTURAL ENGINEER LOAD CASE(S) Standard STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 DEC 2 1 2005 Job 121905 Truss V11 Truss Type VALLEY TR Qty 1 Ply •IJOB# •• 1 1.24905.GITWNERA4D0 ** •• • • • •• •• • • ; •; Job ♦;efareoce;•(optional) : •: • Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:46 2005 Page 1 I 5-8-8 •¢-0-1 • •• •• 1•1-•��• • • • 5-8-8 0-4-0 • • • • • • •��g • i i i • l • •• •• •• • •• • • • • • • • • • • • • • • Scale = 1:19.5 • ••• • • • • •• • • • •• ••• •• • 3x8 = • • • • • • •• 3.00 12 2 •• • • • • • ••• •• N Y7 Pll 1 3 •••��•* •••* •*"'''•'''w*-.;••••••••• .••••;.;—" •••••••••�•••.�••••�••.�•. •��•��•�i�i�i�i�i�i�i�i�i•�i�i i�i�i i i i�i i i.....".... i i i�i .v....... i..v.... •�i�i i�i�••��i�.v..... • ••i i i •... At. ...•••••i ....••••••••••••••••••••••••••••••••••<.•••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••i i _••. 2x6 2x4 II 2x6 11-9-0 11-9-0 l LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.29 Vert(LL) n/a - n/a 999 M1120 249/190 TCDL , 15.0 Lumber Increase 1.33 BC 0.17 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 33 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc 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 REACTIONS (Ib/size) 1=198/11-9-0, 3=198/11-9-0, 4=636/11-9-0 Max Upliftl=-128(Ioad case 2), 3=-128(Ioad case 2), 4=-391(load case 2) Max Grav 1=214(load case 3), 3=214(load case 4), 4=636(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-62/42, 2-3=-62/42 BOT CHORD 1-4=0/18, 3-4=0/18 WEBS 2-4=-476/393 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.0psf; BCDL=5.Opsf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.33. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 Ib uplift at joint 1 128 Ib uplift at joint 3 and 391 Ib uplift at joint 4. JO H N A. I LTE R, P.E. LOAD CASE(S) Standard REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 DEC 21 2005 Job 121905 Truss V4 Truss Type VALLEY TR Qty 1 Ply JOB # 1�39P5 - 3ITINER ADDhT• • •• • • • •• •• • 1 • •• •• •• • •• •• • •• • • Job ltfr irice1odioaal) ; •; • Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.200 s Jan 16 2004 MiTek 2-0-0 • Industries, Inc. Sat Dec 17 08:59:49 2005 Page 1 4-0-08 • • • • • 2-0-0 2x4 = • • • • • • • • _ • • I • •21)-0••• • :•. :• • • • • • . • • • • • • Scale = 1:6.5 • • • • • 2 3.00 FIF •• • • • •• ••• •• • _ • • • • • $ • 1 1 • • • • • •• •• • • ♦ •♦ •♦♦♦♦ •♦♦♦♦♦♦♦♦ ♦♦ ♦♦•.....,• .....•.••••••�•�•�•••j�j•••j.•••j •j•••••.•.••••••.-.....-.....-...-�i•••••••••�� ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦••• ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦4 ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦• ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦� ♦♦♦♦♦♦♦•♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦•♦♦♦♦♦♦♦♦♦♦♦♦♦•♦♦•♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦•♦♦♦♦•♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦• 4 •♦♦♦♦♦♦♦♦♦•♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦ ♦♦♦•♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦•♦•♦♦•♦♦♦•♦♦•♦•♦♦♦♦♦♦♦•♦•♦•♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦•♦♦♦♦♦♦♦♦� ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦j♦j♦♦♦♦♦j♦♦♦j♦j♦♦♦j♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦. ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦•♦♦♦♦♦♦♦♦♦♦♦4 4-0-0 4-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.05 Vert(LL) n/a - n/a 999 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 6 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-0-0 oc purlins. i. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=63/4-0-0, 2=126/4-0-0, 3=63/4-0-0 Max Upliftl=-63(load case 2), 2=-110(Ioad case 2), 3=-63(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-12/18, 2-3=-12/18 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.opsf; BCDL=5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.33. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 Ib uplift at joint 1, 110 Ib uplift at joint 2 and 63 Ib uplift at joint 3. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard. JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 DEC 2 j 2005 Job 121905 Truss V8 Truss Type VALLEY TR Qty 1 Ply 1 .J084121905 -,GITT'1ER ADDIT, I• •• • ' • • •• •• • • • . . . . . •. . • . •. ;lob Rife rI e:optor al) . •. • Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.200 s Jan 16 2004 MiTek Industries, Inc. Sat Dec 17 08:59:51 2005 Page 1 4-0-0 • . •• • .• .8.42..0 4-0-0 • • • ••a•• ••••• • • • "•4 -0 • • • • • • • • • • • • • • • • Scale = 1:13.0 • ••• • • • • •• • • • •• ••• •• 3x4 = • 3.00 12 • • • •• •: 2 • •• • • • • • ••• •• 1 3 l/itemt:..•..... ! .•...f .it..i!i. . . .i!i.i. ti!i. . titt:. .Xt..it .i!it . ......i.i...4!i!i.i!i. ilili 4 i 4 ifi .At":. . ... ... 4. 2x6 2x4 II 2x6 '8-0-0 8-0-0 - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.17 Vert(LL) n/a - n/a 999 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.04 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 21 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 oc 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 REACTIONS (Ib/size) 1=150/8-0-0, 3=150/8-0-0, 4=320/8-0-0 Max Upliftl=-110(load case 2), 3=-110(load case 2), 4=-184(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-32/25, 2-3=-32/25 BOT CHORD 1-4=0/10, 3-4=0/10 WEBS 2-4=-250/219 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3-second gust); h=25ft; TCDL=5.Opsf; BCDL=5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.33. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 Ib uplift at joint 1, 110 Ib uplift at joint 3 and 184 Ib uplift at joint 4. LOAD CASE(S) Standard JOHN A. ILTER, ,P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK.ROAD, WESTON, FL 33331 DEC 21 2005 • • •• • • • • • • •• • • • • • •• •• • • • • • •• . ••• • • • • • • • •• •• • • •• . ••• • • . • ••• Ilter Engineering Ltd. Co, ••. . ••• • 3320.PADDOCK ROAD, WE•SROW, FL 3 3:1„ • • •• •• PHONL (954) 600-7123 • FAX (305) 512-9424 iE`M4Cl..L EiiitREL1,51:4TF1.jIL'T • • • • • • • • • • •- January 14, 2004 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 requirementsfor open-ended jacks in a standard corner set based on the following parameters: Spacing: 2' - 0" o.c. . Gravity Load: 30+ 15+0+ 10PSF Wind Load: 146 MPH, Components and Cladding loads, ASCE 7-98 per FBC 2001 Occupancy category II, exposure C, 25 ft. above 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 HurTicane Clip Min. capacity 400# each direction Mark Span J1 - 0" J3 3'-0" Top Chord Reaction Gravity 45# 135# Uplift 77# 179# Bottom Chord Reaction 10# 30# Top Chord Connection (2), 16d Toe -nails (2), 16d Toe -nails Bott. Ch. Connection J5 5'-0" 225# 331# 50# (3), 16d Toe -nails J7 7'-0" 315# 395# 70# Hurricane Clip If you have any, questions r arding this matter, please do not hesitate to call. John A, Ilter, P.E. FL Reg Eng. No 36205 (2). 16d Toe -nails (2). 16d Toe -nails (2). 16d Toe -nails (2). 16d Toe -nails • 000 • .. .• . • • •• • •• . • • • • • • ••. • • • •- . • . . •• •.• Supperting —russes . •• ••. .rontuiuou9 Bragirt • 24" o.c. ,.' m areas yvithoLt pim sheathing • •. • • .. 00 ' • .. • . . • • • • OOOOOO. • . • . •. • • • • . ..• .. Valley Trusses Supporting Truss Partial Roof Layout 12 pitch 4 to 7 Valley Trusses @ 24" o.c. / 6" wedge nailed to truss w/ 2-8d toe -nails, or bevel cut bottom chord of valley truss Valley Truss Strap @ 48" o.c. (see note) Supporting trusses @ 24" o.c. Design Loads: 30 + 15 + 0 + 10 PSF, 33% DOL Wind Speed 146 MPH, 10 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 ga. twist strap at 4' - 0" o.c. with 4, 10d nails each side of strap. (ASCE 7-98, FBC 2001) (d) Brace top chords of supporting trusses with plywood sheathing or 2x4 cont. bracing at 24" o.c. Titer Engineering Ltd. Co. 3320 Paddock Road Weston, FL 33331 954-600-7123 John A. liter, P.E. FL Reg Eng. #36205 - Customer: Royal Truss Job: Valley Detail Project: Date: 1/26/04 Scale: NTS -N CPU_ • • .•. . ••• ... • ... . .... • • • •• • • • • • ••• • • • • • • • • •• ••• National Evaluation S•e•rvice, Inc. •• .•• ••• 5203 Leesburg Pike, Suite 600, Falls •Glat i, Virginia 2204:1 3401 • • • . . • • Phone: 703/931-2187 www.natevat.'drg •Fax:703/931-6505 •• • • • •• • • • • • • •• • •• • • • ••• • • • • INTERNATIONAL CODE COUNCIL,. NATIONAL EVALUATION REPORT Report No. NER-510 Re -Issued May 1, 2003 DIVISION 06 — WOOD AND PLASTICS Section 06090 — Wood and Plastic Fastenings REPORT HOLDER: EVALUATION SUBJECT: UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE MONTGOMERY, MN 56069-1324 800-328-5934 info a(�USPconnectors.com www.USPconnectors.com -USP LUMBER CONNECTORS Page 1 of 10 Copyright© 2003, National Evaluation Service, Inc. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report. No independent tests were performed by the National Evaluation Service, Inc. (NES), and NES specifically does not make any warranty, either expressed or implied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. Page 2 of 10 .'••• • ' • ••'•. • • • ••• • • • • Natwonal:Ev 'nation Report No. NER-510 • r. . .r NATIONAL EVALUATION 'SERVICE, INC: - Copyright© 2003 ` • ..1 Product Evaluation Listing {NES 1.0SUBJECT. 2O,.PROPERTY FOR.WHICH '� EVALUA_ TI.ON IS: SOUGHTr1 3OgDESCRIPTION 4=0�INSTALLATION -`r 55O-,IDENTIFICATION 6.0i EVIDENCE SUBMITTED F7 O,:CONDITIONS OF USE. ' Re -Issued May 1, 2003 'back to the NES home page 1.0 SUBJECT •• ••• • USP Lumber Connector• s • • • • 1.1 Butterfly Hangef GLBP Series, • • . • • • • 1.2 Rafter Clip and Studlrlate HCPRS Series 1.3 Hurricane Anchor HCPL Series 1.4 Truss Tie Down Strap (True Tie) I j®Q1;SeriQg' 1.5 Girder Truss StrapfyolcGDovwp GP Sejits • • 1.6 Joist Hanger HUS Series • • • •�• •• •• • • • • • ••• .• 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Structural connection for wood construction 3.0 DESCRIPTION 3.1 Models •• • •• • • • • • 3.1.1 Butterfly Hanger CLPBF Series: The Butterfly hanger is a U-shaped connector that supports structural lumber and is nailed to the face of the supporting wood member. It is die formed from No. 18 gauge galvanized steel. Refer to Table 1 for connector dimensions, fastener schedules and allowable loads. 3.1.2 Rafter Clip and Stud Plate HCPRS Series: The rafter clip and stud plate, fabricated from No. 18 gauge galvanized steel, are irregular -shaped connectors that connect the top and bottom plates to stud members. Refer to Table 2 for fastener schedules and allowable loads. 3.1.3 Hurricane Anchors HCPL Series: The Hurricane anchor, is a framing anchor that connects rafter members to the double top plate or to stud members. The anchors are die formed from No. 20 gauge galvanized steel. Refer to Table 3 for anchor dimensions, fastener schedules and allowable loads. 3.1.4 Truss Tie Down Strap (True Tie) HDPT Series: The truss tie down strap is a 13/4-inch-wide strap that is U-shaped with 19-inch-long twisted ends. The strap straddles the top chord of a truss and connects to the double top plate. The strap is die formed from No. 18 gauge galvanized steel. Refer to Tables 4 for connector dimensions, fastener schedules and allowable loads. 3.1.5 Girder Truss Strap/Hold-Down SGP Series: The girder truss strap is an L- shaped connector that resists tension forces only. The connector is used with an ASTM A1011 steel washer, measuring 3 by 3 by 1/4 inches that has a long -slot hole, and a %-inch-diameter bolt. The strap is manufactured from 14 gauge steel. Refer to Table 5 for strap/hold-down dimensions, fastener schedules and allowable loads. 3.1.6 Joist hanger HUS Series: The HUS hangers are designed to support nominal 2x dimensional lumber and 1-3/4 inch structural composite lumber. The joist hangers are fabricated from 16 gauge steel. The joist hangers are pre - punched for 16d common wire nails. The joist nails are driven at a 45° horizontally toward the header so as to penetrate through the joist end into the header, so that the joist is also toe -nailed to the header. Refer to Table 6 for joist hanger dimensions, fastener schedules and allowable loads. 3.2 Design The design of the connected wood members shall be submitted to and acceptable to the local code official. Tabulated design loads for the connectors are based on the lowest load obtained from comparing: • least test load that causes 1/8 inch (3.18 mm) deflection. • lowest ultimate test Toad with a safety factor of 3. • allowable fasteners and compression perpendicular -to -grain values in accordance with the 1997 AFPA National Design Specification® for Wood Construction, based on wood with a specific gravity of 0.55. Page 3 of 10 • • • • • • . ••• •• . . •• •• • • •;. •Natwnal:Exjleation Report No. NER-510 • x�,5f t"i A1:7 NATIONAL :, EVALUATION SERVICE; INC. Copyright.©, 2003 ' NES ' rY Product Evaluation Listing-.-, i 1. SUBJECT' 20SPROPERTY FOR WHICH ',. EVALUATION IS SOUGHT '• 3.0 ,DESCRIPTION, : 0 ;INSTALLATION 91,4 T ��'� AY y x y2 p p w•.S iet " �Ox IDENTIFICATION` 4 t c x .e,.. .-)• '' fix 4. + ,, 6.OIEVIDENCE;SUBMITTED-;` , .1 44�r: -, •47 a K ti u s2. ".0' CONDITIONS'OF.USE v t- w t� Re -Issued May 1, 2003_ rye max, 'back to the NES home page The connected wood member shall be designed for Tv -design Toads. Allowable values are for connections in wool,Sp$drled to&meisture content of 19 percent or less and used'unddr con rnuousfy clryepnditibnL. :On connections in wood that is unseasoned or partia0y seasoned? thvalloWiatIle lads in this report shall be multiplied by the moisture Colitent factor, CM, specified in the applicable building code. 3.3 Materials • • • • • •• ••• •• • • • • • • 3.3.1 Steel: All devices INthdt'in.this repor! are fallrtcated from ASTM A653, SS Grade 33 steel, with galvanizing complying with ASTM A924, G60. Steel coated or galvanized thicknesses are No. 10 gauge (0.1345 inch), No. 11 gauge (0.1196 inch), No. 12 gauge (0.1046 inch), No. 14 gauge (0.0747 -inch), No. 16 gauge (0.0598 inch), No. 18 gauge (0.0478 inch), No. 20 gauge (0.0359 inch) and No. 22 gauge (0.`0299 inch). The uncoated minimum steel thickness of the connectors shall not be less than 95 percent of these listed thicknesses. 3.3.2 Wood: Lumber shall be nominal dimension lumber having a minimum specific gravity of 0.55, such as southern pine, with a moisture content of 19 percent or less. ' 3.3.3 Fasteners: Nails shall be common wire nails having a minimum bending yield strength, Fyb, of 90,000 psi. Common wire nails conform to the nominal sizes specified in Federal Specification FF-N-105B. Bolts have a minimum bending yield strength, Fyb, of 45,000 psi. 4.0 INSTALLATION` 4.1 General USP Lumber Connectors shall be installed in accordance with the manufacturer's published installation. instructions. The . manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. The instructions within this report govern if, there are any conflicts. between the manufacturer's published installation instructions and this report. 4.2 Design Tabular load capacities are based on wood with a minimum specific gravity of 0.55 and a moisture content less than 19 percent. Tabulated allowable design loads are for loads of normal duration. Adjustments to these values shall be permitted for other durations of loading, i.e. plus 15 percent for two months duration (snow), or plus 33 percent for wind or seismic. Tabulated allowable design loads shall be reduced 10 percent for design Toad durations longer than 10 years. The resulting allowable design load after adjustment shall not exceed the maximum design load shown in the tables. 5.0 IDENTIFICATION Each of the USP Lumber Connectors covered by this report shall be labeled with the manufacturer's name/and or trademark, series designation and this National Evaluation Service evaluation report number, NER-510 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Calculations prepared and sealed by Dole J. Kelley, Jr., P.E. 6.2 Reports of Load Tests, prepared by ATEC Associates, Inc., for the following joist hangers and timber connector devices: CLPBF (Report No. 8555 dated November 19, 1992; and Report No. 33504 dated August 4, 1987); TPP4 (Report No. 4964 dated July 20, 1991); HCPR/L (Report No. 4955 dated July 10, 1991); HCPLR/L (Report No. 4954 dated July 10, 1991); HCPLR/L (Report No. 9805 dated October 21, 1993); HCPEL (Report No. 4996 dated July 17, 1991); HCPTA (Report No. 4402 dated May 7, 1991); HDPT2 (Report No. 9803 dated October 18, 1993); HCPRS (Report No. 7503 dated June 17, 1992); HA5(HCPRS) (Report No. 0583 dated November 30, 1988; and Report No. 7503 dated June 17, 1992). 6.3 Reports of Load Tests prepared by Product Testing, Inc., for the following joist hangers and timber connector devices: CPC44 (Report No. 94- 0036/6251 dated April 9, 1994); HDPT (Report No. 94-0010/1349 dated Page 4 of 10 • • . . . .•• • • • • ••• • • • • •;• • •N$tibnal veleation Report No. NER-510 • NATIONAL' 4. EVALUATION• SERVICE; INC. Copyright©" 2003- `" NE5 Product Evaluation Listing • 1-.0 ° SUBJECT' PP- , .O, PROPERTY FOR WHICH:, ",EVALUATION IS SOUGHT` • 3 0:DESCRIPTION'� E•.�t ..��• to t .�}`�. '4.0 "INSTALLATION to , .it * . 50`IDENTIFICATION' • 6:0. EVIDENCE:'SUBMITTEDt:; TO CONDITIONS OF`USE r ^11.. - Re-lssued May 1, 2003 back to the NES home page January 17, 1994); HCPFA (Report No. 94-002.9/6251 dated March 29, 1994). • ••••• ' • • . • • 6.4 Engineering catutatfons tor•Hi1922c anQs:1.75x Joist hanger connector Series, signed 41ctsedled by:Tlwoatas A. Kpftlet,'P.E., 9-13-2002. 6.5 Test reports on Iead•testing cif HUS Series Joist hangers under ASTM D 1761, Stork Twin City Testing Corporation, Project No. 3018 02-50331, September 6, 2002,E signed by, Scpjt 14..Britzrds and Derrick J. Swanson, P.E. • • • • • • • •• • • • • 7.0 CONDITIONS OF USE • • • • • • • • • • • • • The ICC-ES Legacy Evaluation Subcommittee for the National Evaluation Service finds that USP Lumber Connectors described in this report complies with or are suitable alternates to that specified in the 2000 International Building Code© with 2002 Accumulative Supplement, the 2000 International Residential Code© with 2002 Accumulative Supplement, the BOCA National Building Code/1999, the 1999 Standard Building Code©, the 1997 Uniform Building CodeTM, and the 1998 International One and Two Family Dwelling Code subject to the following conditions: • 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by the code official, shall be submitted at the time of permit application. 7.2 Connector loads are determined in accordance with the applicable Code. The allowable loads shall not exceed those shown in the tables of this report. Loads in the tables are predicated on the use of fasteners indicated in the tables, wood with a minimum specific gravity of 0.55 and lumber moisture content less than 19 percent. The scope of this Evaluation Report is limited to use of these connectors with lumber that has not been pressure treated with chemicals such as those for fire -retardant treatment and preservative treatment. .,.7.3 Allowable Toads in the attached tables are for connectors only. All framing members shall be designed in accordance with the requirements of their appropriate design specifications as referenced in the applicable Code 7.4 Loads designated as "normal" loads are permitted to be increased for .: duration. of load in accordance- with the 1997 AFPA National Design Specification® for Wood Construction up to the allowable tabulated for 115%, 125%, 133% and 160%. 7.5 Calculations are to be submitted at time of permit application. The individual performing. such calculations shall possess the necessary credentials regarding competency and qualifications as required by the applicable Code and the professional registration laws of the state where the construction is undertaken. 7.6 This report is subject to periodic re-examination. For information on the current status of this report, consult the ICC-ES website. Footnotes for Tables 1 through 6: bottom of each table for applicable footnotes.) 1. Design loads are based on calculations that assume a wood species having a minimum average specific gravity of 0.55, such as southern yellow pine. 2. Nails shall be common wire nails having a minimum bending yield strength, Fyb, of 90,000 psi. The nails shall also conform to the nominal sizes specified in Federal Specification FF-N-105B. Bolts shall have a minimum bending yield strength, Fyb, of 45,000 psi. 3. Header material shall be at least 3 inches thick. 4. Allowable loads are based on the lowest of the following: 4.1 Seat bearing of 460 psi. 4.2 Ultimate tesi load divided by three. 4.3 Test load producing 1/8-inch deflection. 5. Uplift loads include a 331/3 percent increase for compliance with the Uniform Building Code and Standard Building Code, and a 60 percent increase for compliance with the BOCA National Building Code for wind or seismic load conditions. When using products in jurisdictions which have adopted the International Building Code, uplift loads include 331/3 percent for wind and seismic conditions and require use of load combinations of Section 1605.3.1 or 1605.3.2 of the International Building Code. No further increase is permitted. 6. Allowable loads are beyond the scope of this report for conditions where permanent load adjustment factor, 0.90, controls. 7. Connector installation shall be restricted to concrete construction. Concrete shall be normal weight having a minimum compressive strength of 2,500 psi. 8. Lateral loads are perpendicular to the rafter or joist. 9. Allowable loads are for the number of fasteners specified in the table installed in each end of the straps. Page 7 of 10 • .. • • • • • • ••• • • • • • • • • •• • •• •• • • • ••• • •• ••• •Nbtionaltvaleation Report No. NER-510 • • • - • • .• • • • • •• •. . • •• • .••• • • •• • ••. • . •• •••• • . • . • Table 3 — HCPL 3eridS • • Stock No. Steel Ga. °lmens ons (in.) Fastener Schedule 0 • • : Allowable•Loads • W H Rafter Plate Stud • • F'� • .• 7,12 • • • Uptik s 33X I60$ 1'4 10% 136% 016090 HCPLL 20 1-1/2 6' (4)6d (4)6d (4)6d• 145 145 95 95 400 480 (4)8d (4)8d (4)8d• 145 145 95 95 510 520 HCPLR 20 1.12 6 (4)6d (4)6d (4)6d• 145 145 95 95 400 480 (4)8d (4)8d (4)8d• 145 145 95 95 510 520 Notes:1, 2, 6, 8 'Applies to stud application. Figure 3 HCPL Hurricane/Seismic Anchors H HCPL(L) shown (HCPL(R) opposite bend) • • • M I A M I-DADE111111 �� • • /-- I�� , . • • • • • •• •• • • • •• •• • • • • • :•: • M4AM>;DADE COUNTY, FLORIDA : • •.. • . • METRO-DADE FLAGLER BUILDING • • • • 1)i1ILDING CioDE COMPLIANCE OFFICE • • • • • • 11iRO•DADE FLAGLER BUILDING • • • • • 1140 JR STRI:E . SUITE 1603 • • • • ICItAM11, FLORIDA 33130-1563 PRODUCT CONTROL NOTICE OF ACCEPTANCE (305) 375-2901 FAX (305) 375-290S United Steel Products Company •• • • • •• ••toeltAcron1.1C'h:NS1NCSECTION 703 Rogers Drive (P. O. Box 80) MMontgomcry ,MN 56069 Your application for Notice of Acceptance (NOA) of: Face Mount Joist Hangers under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid, alter the expiration date stated below. I3CCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may. revoke, modify, or suspend the use of such product or material immediately.. I3CCO reserves the right .to. revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. • • •.. • • • • w t405) 375•2527 FAX (305) 375-255S • • • .. • • • • fYNP172At?1'OR EYFOIt[:E,IENT DIVISION (3(15) 375-2966 FAX (305) 375-2905 • The expense ofsucli testing Will bc'incurred by the manufacturcc • .. ACCEPTANCE NO.: 01-0327.04 EXPIRES:,06/04/2006 •:;:RaubRodrignez • Chief Product Control Division PRODUCT CO TIIOL DIVISION (303) 375-2902 FAX (305) 372-6339 THIS IS THE COVERSHEET,SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Mianii-Dade County, Florida under the conditions set forth above. APPROVED: 05/3l/2001 its045000I Ipc200011templates1nocicc acceptance corer page.doc Internet snail address: postmaster@buildingeodeonlinc.com �..Nr Francisco J. Quintana, R.A. Director Mi:uni-Dade County I3uilding Code Compliance Office Ifontepage: http://wwiY.buildingcodeonlinc.conl • . ••• • • • ••• - • • • • • • • • • • ••• • • • • • •• • • ••- United Steel Products Company. • •• •• • - ACCEPTANCE NO: 01-0327.04 • ••• • •• • • • ••• • iP?1 ZVED::PrI 3 1 2001 EXPIRES: 06/04/2006 .. •• ••• •• NOTICE OF ACCEPTANCE: SP.EC:Ad 4O3 »1;P1O1•/S •• • • • • • • • • 1. SCOPE 1.1 This renews the Notice of Acceptance No. 97-1215.07, which was issued on 06/04/98. It approves wood connectors; as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County. For the locations, where the actual Toads as determined by SFBC Chapter 23, do not exceed the design load indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The United Steel Wood Connectors shall be fabricated and used in strict compliance with the following documents: Drawing No. HJC/1US/SKH/JL, sheet 1 and 2 of 2, titled "Face Mount Joist Hangers", prepared by United Stud Products Company, dated 03/20/01 fwith no revisions. The drawings shall bear the Mianti=Dade- County Product Control Approval stamp with the Notice of Acceptant number and approval date by the Miami -Dade Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 Allowable loads are for Southern Pine or better with a specific gravity of 0.55 and moisture content of 19% or less. ; 3 2 .K,:� rAilowabi{ _loads.are baseu oa;tcsting.per,ASTiv1:D176.1::and calculation`s per. National,Dcsign Spcciticataons•for ..Wood Construction 1991 Edition & 1993 Errata. �4.:. INSTALLATION . The wood connectors shall bc.installcd in strict compliance with the approved drawings.. "` 5. LABELING .5.1 .... Each wood connector shall bear a permanent,label with the manufacturer's name or logo, city, state and the. following statement: "Miatui-Dade County Product Control Approved". 6. BUILDING PERMIT 6.1 Applicatic•n for Building Permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings as identified in Section 2 of this Notice of Acceptance. clearly marked to show the hangers and angles selected for the proposed installation. 6.13 Any other document required by the Building Official or the SFBC in order to properly evaluate the installation of tltcsc.products. • - Candido Font, PE, Sr. Product Control Examiner Product Control Division • • • ••• • • • ••• .. .. • • • .. .. • • • • • • • • •• • • • • • • • • • • ••• United Steel Products Company: ACCEPTANCE NO.: 01-0327.04 • ••• •• ••• ? 4Y 3 1 2001 ': Zi1rP'dZOOE:Di • • • • • • • ••• • • EXPIRES: 06/04/2006 •• • • • •• .•. •• NOTICE OF ACCEPTANCE STANItiltD:CblII iITIONS • • • - • •• ••• • • : : ••• : : ••• ••• 1. Renewal of tl:i�, Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted docxtmentation, including test -supporting data, engineering documents, are no older than eight (8) years. 2. Any and all a proved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Mtianu-Dade County Product Control Approval", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered II a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in comt!Hance with the code changes; b) The product i:: no longer the r;a' :e product (identical) as the one originally approved; c) If the Aecept.,nec holder has not complied with ail the requirements of tltis acceptance, including the correct installation of the product; (1) The engineer Auto originally prepared, signal and sealed the required documentation initially subiriittcd is no longer, practicing the ':agincing profession. _ 4. Any revision or change in the .araterials, usc, andior'tnamtfacture of the product or process shalt autontatica?ly be caus�:ftr•term ip,atiott.of this:Acc prance; unless:priorwrritter. ai3t roVal-har, been?rcquctcd:(ttwotigli.thc_flingo1 ... revision appli...f:aion with appropriate fee) and granted by this office. w,. the fellz,wing.shall also be grounds fc:r ceimjvat of this Acceptance: :a) Unsatisf;ctor:,, performance ofItis product or process. .,...b) Misuse of this Acceptance as an endorsement of any. produci,• for sales; advet tising or any outer purpose. 6. The Notice of Acccplance numb:Cr 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 Notice -of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as `well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer cr its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. Candido Pont, PC. Sr. Product Control Examiner Product Control Division END OF THiS:ACCEI'TANCE 3 PRODUCT CODE STEEL GAUGE DIMENSIONS (in.) ' FASTENER SCHEDULE ALLOWABLE LEADS (.bs.) V H D A HEADER JOIST DOWN UPLIFT SKN26 ' 1 MZI . 16 • t 1 9/161 5 1/4 , 1 7/8 1 3/16 (6) 16d '1(6) 100 a, 1 )/2 805 - N/A cu raquirad on eno of joist to achieve ollosab.e {Dods.. Minlnuh header tllckne5S sh61 be 2 inches For 1641 rolls. 3 Altowable DOWN food listed is at 100% Duration of Load. • 4 uplift Loads Ilsted as N/A had uplift Capacity less than the required 700 pounds. 5 SKH26 Is skewed Right or Left TYPICAL SkH26L INSTALLATION SKH26L PRODUCT CODE STEEL DIMENSIONS an) FASTENER SCHEDULE ALLOWABLE. LOADS (Ibu.) GAUGE V H 3 A HEADER JOIST DOWN UPLIFT JL24 • 20 19/16 3 1 1/2 15/16 C4) 1C4I c2) 8d x 1 1/2 4BD N/A JL26 . 20 . 1 9/16 4 3/4 1 1/2 15/16 (6) 10d (4) 8d x 1 1/2 670 N/A .11.28 . 20 1 9/16 6 3/8 1 1/2 15/16 (10) 10d (6)- ad x 1 i/2 112E 750 JL210 • CD • 19/16 8 1/4 1 1/2 15/16 (14) 1041 (8) Bd x 1 1/2 1560 • 995 J1.262 ' 18 . 3 1/16 5 2 1 1/4 (B) 164i (4) 844 1075 N/A JL2132 18 . 3 1/1G 7 2 I I/4 C12) Mel (6) 8d 1610 803 JL2102 1 18 3 I/16 8 2 1 I/8 (14) ..6d (8) 8d UM 1070 hoi br i 3/4 Inches for 0d nails and 2 rchrs For 1641 nails.' 2 Allowable DOWN toad listed Is of 1007 Duration or Load. • 3 Uplift Loads listed as N/A hod uplift Capacity test than the required 700 pounds. TYPICAL J:26-2 INSTALLATION JL26-2 GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653, STRUCTURAL GRADE 331 U.O.N. AND A MINIMUM GALVANIZED COATING OF G-60 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED B A SHORT TERM • DURATION FACTOR OF 337. FOR WINS LOAD CONDITION. NO FURTHER INCREASE ALLOWED 4) ALLOWABLE DOWN LOADS ARC NOT INCREASED BY SHORT TERM DURATION FACTOR 5) ALLOWABLE LOADS ARC BASED ON THE,NATIONAL DESIGN SPECIFICATIONS rut WOOD CONSTRUCTION 1991 EDITION1. 1993 ERRATA, FOR SOUTHERN YELLOW PINE (G• 0.55 OR BETTER) I. TEST PERFORM 1N ACCORDANCE WITH ASTM D1761 UNITED STEEL PRODUCTS CO 703 ROGERS DRIVE M3NTGOMERY MN 56069 FACE MOUNT JOIST HANGERS DATE. JD//ap[Qj_ DRAWING NUMBER' M.'S{At3cy/JL ' SHEET NUMBER: _L_Q_L__ • • • AriOu .P 1•i ,a.:•;•!tf,'P•.l:N • • • •01FP.R.D"-::"' l j3.:.•: G': t • • r.r• MA�3. • _. eeeeee • • • • • frarlii.6 S • •�y• ••••• • • • •••• • •• • • • • • • • •. • • • • • • • • • • • • • • r )IIJI�°• • • • • pl :,... � •••• • • THGMAS A. KOLDEN, P.E. CIVIL NUMBER FL1.50899 7 7. 1.• .T PRODUCT CODE STEEL DIMENSIONS an.) FASTENER SCHEDULE ALLOWABLE- LOADS Dias.)I GAUGE V H D A HEADER JOIST DOWN - UPLIFT jl HJC26 • 12 • 5 7/8 5 3/8 3 1/4 1 3/4 C16) I6d C12) IOd ' 2245 • • 1553 • 1 HJC28' 12 . 5 7/8' 6 3/4 • 3 1/4' 1 3/4 (20) I6d (14) l0d 2805 •2OIS • ! l P1XIhpd loan IS or total of hip at 45 degrees and Jock at 50 degrees conhlneed.• 2 Mlnlryn header thickness she; be 2 Inches for 160 nails. 3 Allowable. DOWN load listed 's at 1CO2 Duration of Loop. . TYPICAL HJC INSTALLATION PRODUCT CODE STEEL DIMENSIONS (in.) FASTENER SCHEDULE ALLOvn9LE LOADS abs.) GAUGE W H 0 A HEADER JOIST DOWN UPLIFT JU524. 18 ' 1 9/16 3 1/8 . 1 3/4 1 C4) sod' (2) tad • 645.',. N/A ' JUS" IB • t 9/16 4 13/16 1 3/4 1 . C4) 10d ' C4) lad • 840 ' ' 060 . J'JSQB ' 19 , 1 9/16• 6 11/16 1 3/4 1 • C6) 1Cd' C4) 10d 1065 ' 860 • JUS2IO • IB / 1 9/16' 7 13/16 1 3/4 1 • C8) Sod • CO l0d 1290 ' 860 ' 1 SpeCiFbd Joist nits shatl be nstalled at 30 to 45 degrees horizontally Such that tr.oy ' penetrate through the end of the Joist and Into 'he header, 2 lev nun header thickness shall be 1 3/4 Inches Co.. 10d moss. • 3 Alterable DOWN toed listed Is at 100( Duration of Load. • 4 uplift Loads listed as N/A had uplift Capacity tags than the required 7CC• pounds. TYPICAL JUS INSTALLAT_ON GENERAL NOTES 1) STEEL SHALL CONFORM 70 ASTM A653, STRLC'URAL GRADE 331 U.CN. ' AND A MINIMUM GALVANIZED COATING OF G-60 2) rASTENERS ARE COMMON VIRE NA:LS UNLESS 01:-ERv1S£ NOTED' 3) :ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED 8 4 SHORT TERM DURATION FACTOR CF 33% FOR V;NO LOAD CONDIT:ON. NO FURTHER INCREASE ALLOWED,' 4) ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERM DURATION' FACTOR 5) ALLOWABLE LOADS ARE BASED CN THE NATION4L DESIGN SPECIFICATIONS " FOR V000 CONSTRUCTION 1991 EDITION 0. 1993 ERRATA, rc SOUThCRH YELLOW PINE Ma 0.55 OR SETTER) 6 TEST PERFORM IN ACCORDANCE VITH ASTN D1761 • �... • • '. •• • •••• • • -• 0.00 MA1.3,6 2031 . • ' •••••la • -••••' • • •••• • •01✓.1052. 7_44 • • •••• • ••• • • • • • UNITED STEEL PRODUCTS CO • • • - ^^ •• 703 ROGERS DRIVE • •• M•ONTGOMERY MN 56069 „ rn • 'L.— • • • L• '� • • FACE MOUNT ' • �'• •••.r �Ob••••• JOIST HANGERS • `�`; DATE: _92CL41_ DRAWING NUMBER. H4JC/Jj) Ktl/JL SHEET NUMBER. THOMAS A. KOLDEN, P.E. CIVIL NUMBER FLl50899 . 'mug,- t • onn .JGR,c0 _ STOCK NO. STEEL GAUGE DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) . Header' Joist F„ .= 460 psi FAA = 625 psi Uplift W H D Qty - Type Qty-Type 100% 115% 125% 100% 115% 125% 133% 160% SKH 24 16 19/16 3% 17/8 I 4 - 16d 4 - 10d x 1% 510 510 510 510 510 510 505 565 SKH 26 16 19/16 5'% 17/e 6 - 16d 6 - 10d x 1% 810 890 890 810 890 890 760 910 kIiFii8 • 16. _ 19/,s 7'� 1% 10 - 16d 8 - 10d x 1% 1350 1465 1465 1350 1465 1465 1015 1215 SIGN310 •16 • 19/16 9% 17/8 14 - 16d 10 - .10d x 1% 1790 1790 1790 1790 1790 1790 1265 1520 S1114 26-2 : 16.. i 31/t6 4% 1% 6 - 16d 6 - 10d 810 930 1015 810 930 1015 905 1085 SKH ?$-2 J6 . • 31/,6 6% 1% 10 - 16d 8 - 10d 1350 1555 1690 1350 1555 1690 1205 1360 StId.210-2 — ! 16 • •' 31/16 8'/ 1% 14 - 16d 10 - 10d 1890 2175 2365 1890 2175 2365 1505 1565 SKN 712.2 .16::' 31/,6 10'% 13/8 16 - 16d 10 - 10d 2160 2485 2700 2160 2485 2700 1505 1565 SKH 36 •16.. 29/,6 43/. 13/e 6 - 16d 6 - 10d x 1% 810 930 1015 810 930 1015 760 910 SKH 38. •14 • • • ' 29/,6 6% 1% 10 - 16d 8 - 10d x 1% 1350 1555 1585 1350 1555 1585 1015 1215 SKN 310• :16+ • 29/1e 8% 13/8 14 - 16d 10 - 10d x 1% , 1890 2175 2250 1890 2175 2250 1265 1520 SKH 312• 16 29/,6 10% 1% 16 - 16d 10 - 10d x 1% 2160 2485 2500 2160 2485 2500 1265 1520 SKH 1520 16 19/,6 9'% 17/8 14 - 10d _ ,10 - 10d x 1% 1340 ' 1340 1340 1340 1340 1340 1265 1520 SKH 1524 16 19/16 11% 17/8 16 - 10d 10 - 10d x 1% 1810 1990 1990 1810 1990 1990 1265 1520 SKH 1520-? 16 ' 31/,6 8% 17/8 14 - 10d 10 - 10d x 1%: 1580 1820 1980 1580 1820 1980 1265 1520 SKH 1524-2 16 31/16 10% 17/8 16 - 10d 10 - 10d x 1% 1810 2080 2260 1810 2080 2260 1265 1520 SKH 1620 16 111/16 93/,6 17/8 14 - 10d 10 - 10d x 1% 1340 1340 1340 1340 1340 1340 1265 1520 SKH 1624 16 1 "/,s 113/,6 17/8 16 - 10d 10 - 10d x 1% 1810 1990 1990 1810 1990 1990 1265 1520 SKH 1720 16 1 t3/,s 9% 17/8 , 14 - 10d 10 - 10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 1724 16 113/,6 111/8 17/8 16 - 10d • 10 - 10d x 1% 18.10 2080 2260 1810 2080 2260 1265 1520 SKH 2020 16 21/16 9 17/8 14 - 10d 10 - 10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 2024 16 21/,6 11 17/8 16 - 10d 10 - 10d x 1% 1810 2080 2260 1810 2080 2260 1265 1520 SKH 2320 16 2% 87/8 17/8 14 - 10d 10 - 10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 2324 16 2% 107/8 17/8 16 - 10d 10 -.10d x 1% 1810 2080 2260 1810 2080 2260 1265 1520 SKH 2520 16 29/,6 8s/e 17/8 14 - 10d 10 - 10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 2524 16 29/,6 10% 17/8 16 - 10d 10 - 10d x 1% 1810 2080 2260 1810 2080 2260 1265 1520 SKH 2620 16 211/,6 811/16 17/8 14 - 10d 10 - 10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 2624 16 211/16 1011/16 17/8 16 - 10d 10 - 10d x 1% 1810 2080 2260 1810 2080 2260 1265 1520 1 Minimum header thicknpss shall hp 115/_ inrhnc fnr 1aa ...nr......,.......:1.. _-, . r, mcnes ror qua common nails. Table 7 continued on next page. 6Z Jo tiz abed National Evaluation Report No. NER-478 a • ••• • • • ••• • • •• •• • .. This safety alert symbol Is used to attract your Aattention! 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® It is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiorto the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof orfloor. These recommendations are based upon the collective experience of leading technical CAUTION: The builder, building contractor Iicer►sed ', .contractor," erector or'erection contractos�d ...., ... .r.,. �� .. tin,+. vised to obtain and read the entire booklet •Com el- mentary and Recommendations;=for Handling, In stalling & Bracing Metal Plate Connected Wood Trusses, HIB-91 • from the Truss Plate Institute, ' • pANGtFC: iA•DANf~5ER designates a condition Woe failure to ?OIM aN Instructions or heed warn- ing will most likely result In serious personal Injury or death or.damage to structures. mi •• :WARTIINGi:A VitARKIKG describes a condition •:wherefaliut'e to follow instructions could result In severe personal injury or damage to structures. • • • • •• • •• • • • •• .ri • • TRUSS PLATE INSTITUTE 583 D'Onofrlo Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 personnel inthe wood truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages 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. CAUTION Alltemporary bracing should be o less ti, 4 than` c4`..grade marked lumber All con snalons should tie made with minimum of 2 16nailsAll trusses assumed 2' on -center or Less Ali MUM -split �strusses shouldbe connected togethertin accor- s; dance with design drawings prior toy installation. TRUSS' STORAGE. CAUTION: Trusses sho uld not be Unloaded on rough terrain or uneven surfaces which could _ cause damage to the truss. Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. A:.r• inall- WARNING: Do riot break banding until installa- tion begins or lift bundled trusses by the bands. AWARNING: Do not use damaged trusses k1,.,-, , Trusses stored vertically should be braced to prevent toppling or tipping. ADANGER: Do not store bundles upright unless properly braced. ADANGER: Walking on trusses which are lying flat is extremely dangerous and should be strictly. prohibited. Frame 1 Tag Line WARNING:d. Do not attach cables' chains, orb hooks to the web members f• ,, or Tess 1 t Approximately '/a truss length l 1 Approximately Y2 truss length Truss spans less than 30'. Spreader Bar 111111- Toe In Toe In Spreader Bar Toe In Approximately 1/2 to Y3 truss len • th Less than or equal to 60' Approximately '/z to Y3 truss len • th Less than or equal to 60' Tag Line • • ••• • • • ••• •• •• • • • •• •• • • • • • • • f4,NyiIS1119C� Donot;ift single trusses with spans greater than 30' by.tIie peak. MECHANICAL, INSTALLATION •••• • • •. ••• • • .. • • . • • • • ..• • •• ••• • • • • • • ••• •• • • Lifting devices should be conPgete8 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 Toe In Tag Line Tag Une • • • • • • ••• •• Strongback/ SpreaderBar • \\ 10' 1 Approximately Y3 to Y.1 truss length Strongback/ SpreaderBar At or above I mid -height Tag Une Greater than 60' Greater than 60' CAUTIO,�' emptorary: bracing.,shoti"�In thi "s friary sheets adequate•Oor the Installation.of �a,�t •N>n ,,r. a rr 1,> vx✓ vd'X•.'4: ,I• $ c.o.r'�,ar. .4' �'ia.c 3w` r. ,?' Y r xI'Ve �- C, 4 N A.L -•j. r.` trusses similar conhlgurations' Consult•'a a isterec� rof sslona en ineer if: a` different ,�• ' �" r ', ,• +e'P*t �"", A c•cr x. coring .c y. on, ,„ als,,r9 E.1w ^r.a% Vip„W.f; r.'.... n,9in a ky .i. bracing arrangement., is desired •, The engineer may„design, bracing In . accordance with .. TPI's ti.. , Recommend d Design Specification for Temporary Bracing.'oi Meta)' Plate Connected Wood ' Trusses; D,SB-89, and.in some cases determine that,a wider spacing,is pops ibleµ; .,,;Y t;•. .. ,.N 3 , ". GROUND BRACINGBUILDING:INTERIOR. GROUND'BRACING `BUILDING:EXTERIOR Ground brace -vertical (GBv) 1•rfloor TopChord GBV Ground brace diagonals (GB& Ground brace vertical (GBv) Backup ground stake Driven ground stakes• CAUTION: Ground bracing required for all Installations. Typical vertical attachment /'- • • • I Strut (ST)• End W.II S,c Plan \• Ground Brace Verticals GBV) truss of group of trust ace (EB) Typical horizontal tie member with multiple stakes (HT) A Frame 2 12 4 or greater Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. •• • • • • • • • • • • • ••- •• •• • _ • •• •• • • .• • • • -; : .• : •• PAN• • , • • • _ ; ••-• MINIMUM , PITCH, ; : • • - . .:.- TOP CHORD" LATERAL BRACE "SPA�fIOG(LBS) •: • • •.:• • ., _ TOP CHORD DIAGONAL BRACE SPACING (DBs) [# trusies] SP/DF SPF/HF :Up to 12' • 44/ i : i 4• 20 15 •Q11er.:;- 48' • 4/12• • 6' • 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer •' ' • d#-- lio Ias Fir -torch • • • • HP- lie Fir • • • ••• •• • All lateral braces lapped at least 2 trusses. SP - Southern Pine SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace —� Required 10' or Greater 1 Attachment Required ITCHED TRUSS - WARNING Failuretofollowthese recommendatlonscould' result i .F .;a a ;'I�.v severe. personal injury or damage to trusses o buildings ,t.�.' Up to 28' Over 28' - 42' Over 42' - 60' Over 60' MINIMU PITCH DIFFERENCE 2.5 3.0 3.0 TOP CHORD"t. LATERAL BRACE SPACING(LBS) "" 7' 6' 5' TOP CHORD' DIAGONAL BRACE' SPACING (DBS) [#.trusses] . •• : SP/DF 17 9 5 -'SPF/HF. See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir Continuous Top Chord Lateral Brace —� Required ±� SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. 12 6 3 12 5r-- Top chorda that are laterally braced can buckle together and causecollapse it there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. SCISSORS TRUSS Frame 3 12 --'j 4 or greater • • •r • Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. • • .•• • • • ••• .. •• • -• -: • • • • • ••• • • •' ' SPAN • • r • • • • • • ' • • • • • • • MINIMUM PIT 1 • • •-., • • BOTTOM CHORD LATERAL BRACE SPJICING(LBS) •• • • BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) (# trusses) SP.DFF 20 SPF/HF 15 l Jp r33 32 : . • 4/12 • ! : 15' _ rOve:32'- ' ••d/12 -• •15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer • • • • • DP'DQotiglis Eir-larch • • • • }IF:- yere, it •• • .•• • • • • • • • • • • ••. •• SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. BOTTOM CHORD PLANE .rK r c. i r� �.: -¢ i a+�-,�ai.9^`pat'S.`•Y.a�As a i • h . M �, - . ' ¢ WARNING FaiiuretofollowtheserecommendationscouldresultIn' • seevR e�ree persona ,Injuryrodamage o russes or buildings '� ."G Permanent continuous lateral bracing as specified by the truss engineering. WEB MEMBER PLANE Frame 4 Cross bracing repeated at each end of the building and at 20' intervals. --rc- SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LBs) TOP CHORD DIAGONAL BRACE SPACING (DBs) [# trusses] SP/DF 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 DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir The end diagonal brace for cantilevered trusses must be placed on vertical webs In line with the support. End diagonals are stability and must be dup both ends of the truss system. • • ••. • • • •.. •. •• • • • •• •• • . • • t2X6e Pl{RA�t C • •1 Continuous Cf-iORID `i'F'fUSS• a Top Chord Top chord that sip laterally !•acedrdi.buckle. togelhebsndtca•s•collapseilt re twodi•go• nal brac*rg.•Diag al btTacibg a ou d be nailed• to the u4fer=Ide the top ehatl w*en,urlins• are attac •d to the bpaide °lithe top chord. •• • • • • • • • • • • • • • • • •• • • • • • • • • • Lateral Brace 7 •Required i Of 10' or Greater • • • • • • • Attachment Required —� 30' or greater :WARNING Failure tofolloviitheserecommendationscould`result 64'-4" severe personal injury or'damage toL'trusses of bl IidIngs� ` 73 wit;?' 4 {:- F. sr.... .s ;Z ',t -jt-tre, u t•Ca tvt'S� js f''J 4x2 PARALLEL TRUSS:TOP CHORD Top chords that are laterally braced can buckle together•ndcause collapse ifthereisnodiago- 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. 1y 15 Iia,era 4,. 1asbes Hipped,, 'a- tl`east two Area ua t End diagonals are stability and must be dup both ends of the truss system. 30yDes1 Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required — i31/2" x x Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. Frame 5 • • SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBS) [# trusses) SP/DF SPF/HF 12 Up to 24' 3/12 8' 17 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professiona engineer DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. MONO TRUSS`; . • • ..• . • • ..• •• •• . • . •• •. • • • • • ••••1a• • •• •• • • ••• .-7sor• • • • • • • Qredt0 All lateral braces lapped at (east 2 trusses. Continuous Top Chord Lateral Brace Required WARNINGFatlure to follow these recommendations could; es�ult severe personal injury,or, damage to trusses,or,£bufldngs PLUMB Maximum Misplacement Lesser of D/50 or 2" Plumb Line INSTALLATION TOLERANCES, D(in) D/50 ` D(ft) 1Z" 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' OUT -OF -PLUMB INSTALLATION TOLERANCES. ±Ya" Length L(in) BOW — L(in) t Lesser of L/200 or 2" L(in) L(in) U200 L(ft) 50" 1/4" 4.2' 100" 1 /2" 8.3' 150" 3/4" 12.5' Lesser of L/200 or 2" L(In) L/200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1 /2' 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. `'- - ADANGER: Under no circumstances should construction loads of any description be placed on unbraced trusses. Frame 6