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HomeMy WebLinkAboutSUBMITTAL TRANSMITTALILE Submittal Transmittal SCANNED Detailed, Grouped by Each Number PROCTOR St Lucie Con Construction Co. 2050US-1 Ste.•200 Vero Beach, Florida 32960 Telephone: (772)234-8164 Fax(772)234.8188 Harbour Ridge Yacht and Country Club (Lifestyle (Project # HRYCC-12/2015 Proctor Construction Company, LLC Harbour Ridge Yacht & Country Club Tel: Fax: 13400 Gilson Rd Palm City, FI. 34990 .. f 0021 Transmitted To:' Sean Sukhu Transmitted By: Michael O'Neill Peacock + Lewis Architect and Proctor Construction Company, LLC Planners, Inc. 1295 US Hwy 1 2050 Hwy US-1 North- Palm Beach, FL 3 408- Suite 200 Tel: 561.626.9704 Vero Beach, FL 32960 .Fax: 561.626.9719 Tel: 772.234.8164 Fax: 772.234.8188 Q Submittal•P.ackage;No, Desc i'tfon _ Due,DateR'. ` P.acka a Ac'tion..,,,;; 1 WBI 0003 - 061000 - 0 Roug Carpentry 3/29/2016 In For Approval Transmitted For � � '` `' '" . =Delivered Vta • ;r�. `. - . `Trackiri Number- .: Approval e-mail Items Q Descri` tton Notes Item Action 2 1 Pb: Truss Tie=Down Hardware In For Approval Cc: Com an ;Name -< Contact Name Co ies: , _Notes. rt Harbour Ridge Yacht &Country CI Woe, Shambo I ' Harbour Ridge Yacht & Country C ubMichael Salerno 1 :. Remarks : r Please .seethe attached Submittal:lte W.BI 061000-002.0 PD: Truss:Tie-Down Hardware,. for your approval. Please let me know if you have any q estions. '.Piocto(CoQsfrugtlon'Co:• 3/16/2016 ThlslstocerUtylhstthis subMtfalfiasbeen chOCedforadwmcy, "NO EXCEPTIONS NOTED Completeness end complla* wilti the Contracl ➢ocamentmThls., doesmt'r61leYethesutkOnVdefel6iV8ndef0lCeriplyingendCoO, t, ", Zr / vrverofdw.ebmad+onyrm'q.nedconfmmmuewithth. natlngvlNlho.CCntract�oclnuonts 1 _J �. de.� Wnceporw.v�oea;enaa.n«dcemoi�ri:anrti. . .. .hdormelloncuppWhhe M.dtlowm.,dC. -A - Michael O'Neill doe. rwi n en hi con naor r bm compFen o oae roquncmgm. W: . _ ., ...-:. ortM pmiled dreavq. nd pee(fcahonr ayeywn.iw+nh 3f15116- woadbme roquxomama ohho p7w,ma a.lo:e5oni.. poweyor.lO retDon.�•(or cuerdq�oi enO Qancrofon.. aHd shaJ be coot etl mitl corrolofedetrhojobtile,rabdcdlor :061000 pm—eaadinpuw mcorul�i n. Ceor(5flellen of hie lwik • - .:, - .. .. .. .: wdh dim oNerhedef, midi epoAormence of ltii corkhe .. 'Spoeiilcetlan .. .cfahnd.ghfaforymmeiar: ISignature Signed Date Prolog Manager Printed on: 3/15/2016 Prolog Main Office Page 1 Submittal Item WB1 061000-00.2.0 .PD: Truss Tie -Down Hardware.: :_4.1. MIAMI!DIADE MIAMI-DADE COUNTY, FLORIDA KNAU&M' METRO -DADS FLAGLER BUILDING BUILDING CODE 'COMPLIANCE OFFICE (BCCO) . . •140 WEST FLAGLER STREET; SUITE 1603 PRODUCT CONTROL DIVISION MIAMI, FLORIDA 33130-1563 (305) 375-2901 FAX (305) 372-6339 NOTICE OF ACCEPTANCE (NOA) www.maimidade.gov/buildingeode United Steel Products Company 14305 Southcross Drive # 200 Burnsville, MN 55306 SCOPE: This NOA. is being -issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been'reviewed by Miami -Dade County Product Control,Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In.Miami Dade. County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such .testing and the AHJ. may . . immediately revoke; modify; 'or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this- acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the.requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: IILPTA75 Wood Connectors APPROVAL DOCUMENT: Drawing No. MD0503, titled "HLPTA75":sheet 1 & 1, with no revisions; . dated 05/05/03, prepared by United Steel Products Company, signed and sealed by Robert. W. Lutz, R.E. bearing the Miami -Dade County Product Control renewal stamp -with the Notice_ of Acceptance number and expiration date by the Miami -Dade County. Product Control Division. MISSILE IMPACT RATING: None . LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city,.state and. following statement: "Miami -Dade County.Product Control Approved", unless otherwise noted,herein. RENEWAL of this NOA shall be considered after, a renewal application has been filed and there has. been no change in the applicable building code negatively affecting the performance:of this product. . TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change -- in the materials, use,.and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any:section of -this NOA shall because for. termination -and removal of NOA. ADVERTISEMENT: The NOA number preceded by the .words Miami -Dade County, Florida, and followed .. by the expiration date may be displayed in: advertising literature. If any portion oft he NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building. Official. This NOA renews NOA #.03-0508.04 and consists of this:page 1 and evidence°page E-1,_as well as_approval- document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E.... NOA.-No. 08-0715.01 MIAMI•DADE COUNTY 'Expiration Date: November 20, 2013 • C Approval Date: September 4, 2008 .: /�� Page 1 United Steel Products. Company . NOTICE OF ACCEP ANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. MD0503, ti led "HLPTA75"; sheet 1 & 1, with no revisions, dated 05/05/03, -prepared by U ited Steel Products Company, signed and sealed by. Robert. W. Lutz, P.E. "Submitted under NOA 03-0508.04" B. TESTS 1. Test report on HLPTA7 Wood Connectors load capacity, parallel and perpendicular to the wall and uplift pe ASTM D1761; prepared by Stork Twin City Testing Corporation, Test Repo No. 03304.7, :dated 04/29/03, signed and sealed by John D. Lee, P.E. "Submitted under NO # 03-0508.04" C. 'CALCULATIONS L . Anchor and wood co ectors capacity calculations. prepared by United Steel Products Company, dated 05/06 03, signed and sealed by Robert W. Lutz, P.E. "Submitted under 1V #-0--0508.04" D. .QUALITY ASSURANCE 1. Miami Dade Buildin Code Compliance Office.:(BCCO).: E. MATERIAL CERTIFICA IONS 1. None. F : STATEMENTS = 1. Statement letter of c , de conformance issued by SouthEast _Structures, Inc., dated 07/O1/08; signed an sealed by Robert W. Lutz; P.E. 2. No.change letter iss ed by United.Steel Products Company; dated 07/01/08, signed and by Robert W. Lutz, P.E. G: OTHER 1'. Notice of Acceptance No'. 03-0508.04, issued to United Steel Products Company, approved on 11/20%3 and expiring:on.11/20/08., Carlos M Utr era, P.E. Product Control Examiner NOA: No. 08-0715.01 -Expiration Date: November 20,2013 ov .. • September 4, 200 Appr al Date:8 . :HLPTA.75 GROUT FILLED CONCRETE BLOCK (C-90) W/ TYPE S MORTAR� ° 0 ° 0 ° 1 I 1 I I I 1 I I I I I 1 I I I i I I 1 I I I I I I I WALL REINFORCING REQUIRES (1) 47 BAR @ CENTER- OR (2) # 5 BARS @ SIDES. (SEE SECTION 2121.8.3'.-OF THE FLORIDA'BUILDING CODE) L2 HLPTA75 18 "GAUGE GALVANIZED' (TYP) SECT ION 2121-2.3 OF FLORIDA BLDG, CODE PRODUCT..LOADS CODE DI'MENSI❑NS FASTENER SCHEDULE ALLOWABLE .Qbs,) W1 W2 Hl H2 TRUSS SEAT L1 L2. UPLIFT :HLPTA75 7 3/�8 1 9/16 15 1/8 9 9/1.6. (20) 10d X .1-1/2 «) lOd X 1-1/2 0 11715.1 2125 GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM GALVANIZED COATING ❑F G90. 2) FASTENERS: ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) . ALLOWABLE LOADS HAVE, BEEN INCREASED .BY A.SHORT TERM:.DURATION...FACTOR OF 33% FOR WIND LOAD CONDITION. NO'FURTHER INCREASE IS 'ALLOWED. 4) ALLOWABLE 'LOADS --ARE BASED ON THE NATIDNAL ' DESIGN SPECIFICATIONS FOR WOOD C❑NSTRUCT.ION 1997 EDITI❑N FOR .SOUTHERN .YELL❑W..PINE (G= 0.55 OR BETTER). LL TEST PERFORMED IN ACCORDANCE.WITH ASTM D1761.., 5)' MINIMUM 2000 PSI GROUT. 6),.,.PENETRATION IS 'ASSUMED TO BE 1' 1/2' INT❑. -WOOD. BETWEEN `RAFTER & STUD. as wmpiying Withthe Florida wow n / �3 . ..(� .L. Mlm peQyetaodid .. ,� UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE (507) 364-7333 NAME: HLPTA75 DATE: 5/5/03 ROBERT W. LUTZ PROFESSIONAL ENGINEER -(STRUCTURAL) FLORIDA. REG. NO. 55409 SHEET: DWG. #: 1 OF 1 MD0503 MDADE Fasteners 10dW h I Od'-': 0 Olt' cmu Truss Congrete 1Of W 6 0) ATSM16 16 7-10d 4-YWA Titen 40/4xi-YA Tit6n 860. .-860 750 750 2358 -go$ ATSM20420 7.14d 4-YWI/Mten 4-1/44%. iten 860 860 750 750 — - ITSM 54 YY'7!fQh 1475 75, Awo 1TT,S 1-40100.'' 4l!%xVTit h, e A WI3/a7(100- Model ; H CMU 7.7 Concrete Joist HU26 11/16 V6 21/4 4-Y4x2Y4Titen 4-Y4x1 % TitOn 2-10dxl% 290 '1545 HU283 1 Mr. SY, 2% 6.M2% Titen 6-%klY4Titen 4-10d)d 575 2400. iten," . 8='%x1%Titen —7- IT HU26-2 Va 51/a - 2% 12-Y4MUiten 12-Y4x1 ViTiten 6-10d 1085 3950. HU48 3% 613/16. 2% —14i-Y4x2Y4Titen 14-Y4x1Vi Titen 6-10d 1085 4350: T 0 I d 041 0" _qq" a', ; _7 -.1810 " " -- - " --' - L ­ k HU210-2 Va 811/ic, 2% 18-1/4MITiten 18-Mll/iTiten 10-10d 1810 5085 HSUR/L26-2 Us 411A6 :2y,6 12-Y4x2% Titeh 12-1x1% Titen 4-16dx2% 815 -26256 5 "C nnecwrl - a�asiners `� nv�raQ�e u� �.vaas t os 1� y ' �a#aria! -� . U � sn v a °I�ede1 6 .r T ccl�a Mesa To:�after/ -. °v .T 33 inn 43 mail a iR Aga:) Trussfi emu ! oncre#e LTA2 :. . PerppndiOular to 43.(13 pa) . 10 . #10 ball Embed:; 1295 1425 . wallinstallation L 4iTAZ Parellel't� 4 ' 13 g � '1 #i;0 rnbe6 Ern�ed �29 1390 ��{�d+� p�(�&may +�' y�y p7 all_ I� I�D4411l ILIt6UF 1 r Y e y �Y'�i S/HGAMIOXT 6 (14 ga) 4 - #14 i4 4 9 44x22 44.TkOn 4. /a 1.% Titer . 81 .: 85.0 ' H1p33t #Q st�4Tate HD 2 Tatn14 SIM200802 Used for Florida State Wide Product Approval # FL-1-1473, Products on this Report which are aunroved: Product FL# Product FL# DETAL20 .11473.1 LGUM210-2-SDS. 11.473.12 FGTR 11473.2 LGUM210-3=SDS .11473.1.3, . FGTRE 11473.2 LGUM210-4-SDS 11473.14. FGTRHL 11473.2 LGUM26-2-SDS 11473.12 FGTRHR 11473.2 LGUM26-3-SDS 11473.13 HETA12 11473.3 LGUM26-4-SDS 11473.14 . HETA16 11473.3 LGUM28-2-SDS 11473.12 HETA20 11473.3 _ LGUM28-3-SDS 11473.13 HETA24. 11473.4 LGUM28-4-SDS 11473.14 HETA40 11473.4 LGUM410-SDS 11473.15 HETAL12 11473.5 LGUM46-SDS 11473:15 HETALI6 11473.5 LGUM48-SDS 11473.15 HETAL20 11473.5.LTA1 11473.16 HGAM10 11473.6 META1.2 11473.17 HGUM5.25 11473.7 META14 1147117 HGUM5.50 11473.7 META16 11473.17 . HGUM7.00 1147&8 META18 11473.17 HGUM7.25 11473.8 META20 11473.18 HGUM9.00 11473.8. META22 11473.18 HHETA12 11473.9: META24 . 11473.18 HHETA16 11473.9 META40 11473.18 HHETA20 11473.9 MSTAM24 11473.19 HHETA24 11473.10 MSTAM36. 11473.19 HHETA40 11473.10 MSTCM40 11473.19 HM9 11473.6 MSTCM60 11473.19 HTSM16 11473.11 MTSM16 11473.2 HTSM20 11473.11 MTSM20. 11473.2. r%Nr: SIM.P.SON STRONG -TIE COMPANY, INC • Jax Apex Technology, Inc: FBPE CA NO. 17547 4745 Sutton Park Court, Suite 402 Jacksonville, L 32224/ 904/82175200 Evaluation reports are the opinion of. the a gineer who prepared the report, based:on the findings, and in no - way constitute or imply approval by a local building authority.' - The engineer, in review of the data submitted, finds that, in his opinion, the koduct, material; system, or method of construction specifically identified in this report conforms with o . is a suitable alternate to that specified in -the Florida :Building Code, SUBJECT TO. THE LIMITATION IN THIS REPORT Jeffrey P. Arneson; an employee of Ja : Apex Technology, -Inc. (Apex Technology), is the - authorized evaluating engineer of this eport.,Apex Technology is the prime professional, as defined in Florida Rule 61G-30.002, a thorized to sell the engineering services performed by-. Jeffrey P. Arneson, and is in no way a ting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey P. Arneson; nor any of .er employee of Apex Technology, has performed. calculations or -testing for the product listed in this report. This evaluation is based solely upon the - review, under the directsupervisio..n o Jeffrey P. Arneson, of testing and/or calculations submitted -by the manufacturer: The capacities listed in this report ar based on the limiting capacities as determined fromthe substantiating data: We reviewed;th substantiating data to a degree that allowed us, to determine whether or not the work performed is consistent with the intended use of the product; and that the methods used, are in compliance wit ; or meet the; intent of, the Florida: Building Code. All test reports were prepared by an approv d testing laboratory. - REPORT NO.: SIM200802 . CATEGORY: Structural Compon nits SUB CATEGORY`., Metal Connec ors SUBMITTED'BY SIMPSON STRONG -TIE Ci BO MPANY, INC.: 5956-W. LAS'POSITAS ULEVARD PLEASANTON, CA 94588 :1. CERTIFICATION OF INDEPE DENCE: - Jeffrey P::Arneson; the F orida engin, eer who prepared this•report,. and Apex Technology have no.fina cial interest in the manufacturing, sales, or distribution. of. the products included in this eport. Jeffrey P. Arneson and Apex Technology comply with .all criteria:as stated:in Florida:Administrar. tive Code Chapte913-72.1.10. 2. PRODUCT NAME-: Truss to Wall Connecto - MTSM16, MTSM20; HTSM16; HTSM20, HM9, HGAM10 Page 1 of 13 Si mpson Strong -Tie S Embedded Truss Anchors META12, META14, META16, META18, META20, META22,. META24, META40, HETA12, HETA16, HETA20; HETA24, HETA40, HETAL12, HETAL16, HETAL20, HHETA12, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40,.MSTCM60 Girder Tiedowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3; . LGUM26-4, .LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410,, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 . 3. SCOPE OF EVALUATION Load Evaluation as:a Structural Component using the requirements of the Florida Building. Code, Building.. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist.Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls: The MTSM fastens to the wood member with 10d common nails, and fastens to. the wall with either %x2'/4' Titen Masonry Screws for a.masonry wall, or'/4X13/ Titen - Masonry Screws for a concrete wall. These. connectors are manufactured from 16 . gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653.. Twist strap fastenerschedules, dimensions and allowable loads are shown in Table 1. See Figure-1 for additional details of twist straps for masonry. 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry: The HTSM16 and HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The-HTSM fastens to the wood member with 10d common nails, and fastens to the wall with either ?/4X2'%4' Titen Masonry Screws:for a masonry wall, or'/4x13/" Titen Masonry: Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements of ASTM A653: Twist strap fastener schedules, dimensions and allowableloads are. shown in -Table 1. See Figure 1. for additional details oftwist straps for masonry. 4.3 - HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson'/4 X '/2 1" SDS screws (provided with the part), and fastens to the wall with :either'/4X2'/" Titen: Masonry Screws for a masonry wall, or'/4X13/4" Titen Masonry Screws for a concrete wall. The HM9 Is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized. coating complies with the G90 requirements of ASTM A653... Hurricane tie fastener schedule, dimensions and allowable loads:are shown in Table:1. See:Figure 2 for additional details of the:HM9. 4.4 HGAM10 Hurricane Gusset Angle. The ,HGAM101s used to anchor wood trusses, rafters; or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson '%4 X 1 Y2' SDS screws (provided with the part), and fastens to the wal 11 with'/4X2?/" Titen MasonryScrews. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements. of ASTM'A653. Angle Page 2 of 13 Simpsori tro S ng-Tie fastener schedule, dimensions and allowable loads are shown in.Table.1. See Figure 3 for additional details of.the HG M.10. 4.5 META, HETA' HETAL,.H ETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a ood member (usually atruss) to.a masonry or concrete wall. Embedded truss anchors�fasten to a single -ply wood truss with 1 OdX1'/2 nails or to a multiple=ply truss with 16d common nails. They.are embedded in the masonry or concretewall to a depth indica ed on the side of the anchor:(4" for META, HETA, and HETAL, and 51116" for HETAL) The strap portion of the. anchor is:1'/8' wider The anchors are manufactured fro steel meeting ASTM A653 SS Grade 50, Class 1, with :the exception of -the truss sea of the.HETAL which is manufactured -from steel -meeting ASTM A653 SS Grade 33.' S el thickness is as specified in Table 9. The galvanized coating complies with the G9 .requirements: of ASTM. A653.. Embedded truss anchor fastener schedule, dimension and allowable loads are shown in -Table 2 for single :.installations and' Table 3 for double: installations' Figures 4 and 6 for additional details of single and double -imbedded truss anchors. 4.6 LTA1:Lateral Truss An hor. The LTA1-is used to anchor wood trusses, rafters, or beams: to masonry. or concre a walls. The LTA1 fastens :to the wood member with 10dx.11/2" common nails and has legs which are embedded into the wall system. Allowable loads are shown i� Table 2. The LTA1 is:manufactured from .18.gauge.steel rneeting.ASTM A653 SS Grade 33:_ The galvanized coating:complies:with the G90 requirements of ASTM A65 Truss anchor fastener schedule, dimensions and allowable loads are shown i Table' 2. See Figure 5 for°additional details of the, LTA1: 4.7 DETAL20 Double Embedded Truss Anchor: The.DETAL is.a-high capacity = connector used to anchor single -ply wood trusses. or rafters to masonry or concrete walls:: The DETAIL fastens o the wood members with IOdx11/2" nails. They are embedded in the masonry r concrete wall to a depth of 4'/2 inches. The strap portion of the anchor is 1'/8":wide. he strap anchorsare manufactured from -steel meeting ASTM A653 SS -Grade 50, Class 1, and. the truss seat is:manufactured from steel meeting ASTM_ A653 SS rade 33 The strap anchors 16 ga. steel and the seatis 18 ga. steel. The galvani ed coating complies with the G90.requirements of ASTM A653. -Embedded truss a chor fastener, schedule, dimensions and allowable loads are shown in Table,3.'See Fi ure 6 foradditional.details of -the DETAL. 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. ' The MSTAM and MSTCM Strap Tie models are used to p lovide a tension connection between wood members 'and a masonry or concrete stru ture. The MST_ AM.:Straps are 1'/4" wide for use on 11/2" and larger members. They a e installed with 1 Od common nails to the wood and either /4x2'/4" Titen Masonry Screws to masonry, or %x1W Titen MasonryScrews to concrete.: The MSTCM trap:is 3" wide for use on doubled 2-b or single 4-b and Y larger members. The . re installed with.16d,:sinker nails to the wood and either'/4X2%" Titen Masonry Screws to masonry,: or'/X 1 W Titen. Masonry Screws to concrete.. - The MSTCM Strap has countersunk nail.slots for lower nailing -profile and coined edges for . , safer handling. The str ps are manufactured from steel. meeting ASTM A653 -SS Grade. 50,. Class 1., of a thickn ss as specified in Table 4...The galvanized coating complies; with the G90.requireme'its of ASTM A653.:Masonry,&ap fastener schedule, dimensions and allowable loads are. shown in Table 4. See: Figure 7 for additional details of wood to masonry straps. 4-.9 - FGTR,- FGTRE, FGTRHL,-FGTRHR Face MountGirder7le Down. -The FGTR is a non -pitch specific girder-tie:down that -can be used in new'construction or: retrofit applications to tie down a girder truss -or beam to a' concrete or masonry wall. The Page 3 of 13 ' �mpson tro Si .: .. .::. Strong -Tie S FGTR can be installed in.:a single application. or can be doubled to achieve a higher uplift capacity. The FGTR fastens to the truss with Simpson Strong -Tie SDS'/" wood screws, and fastens to the masonry or concrete.wall with Simpson Strong-Tie.'h" diameter Titen HD fasteners, which are supplied with the connector. The FGTRE uses a strap that is oriented with its .flat dimension: parallel to the truss for placement at the end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree:angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 1011 Grade 33 steel having Fy=33ksi and Fu=52ksi.and the plates are made from 3, gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and FU=52ksi. They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads are shown in Table 5. See Figure 8 for additional details of face mount girder tie down connectors. 4.10 LGUM, HGUM Masonry Girder_ Hangers. LGUM and HGUM ,girder hangers are high, capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong -Tie Titen HD anchors to attach to the masonry or concrete wall; and Strong -Drive. Screws (which are provided) to attach the beam to the hanger. To install the.Titen HD anchors, drill holes of the same diameter as the anchor into .the masonry or concrete. Holes. should be'/2" deeper than the specified Titen HD length-. _ The SDS screws are -installed best with a low -speed %" drill and a 3/s" hex head driver. Predrilling holes for SDS screws is not required. The LGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade :40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield and, tensile strengths of 33 and 45. ksi (228 and 310 MPa), respectively. The galvanized coating complies with.the G90 requirements of ASTM A 653. The steel thicknesses are 0.099".(2.51 mm):for the LGUM, and 0:173" (4.39 mm) for the HGUM. Girder hanger fastener schedule, dimensions and allowable'loads are shown in Table 6. See Figure. 9 for additional details of masonry girder hangers. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in :the previous section. 5.2 Wood. Wood members: to which these connectors are fastened shall be solid sawn lumber, glued -laminated lumber, or structural. composite lumber having dimensions=consistent with the.cohnector dimensions: shown in Tables1 through 6. Unless otherwise noted, lumber shall be Southern Pine or. Douglas Fir -Larch having a. minimur-h specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce- Pine=Fir having a minimum specific gravity of 0.42. 5.3 Nails.and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall compwith ASTM F 1667 and shall have the minimum bending yield stren ths.F�b: Common-Nail- . 'Penn ei ht Nail Shank Diameter, , inch Fyb (psi). .: 10d: - 0.148: 90,000 16d sinker 0.148: 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in.pressure-preservative treated wood shall be hot -dipped zinc -coated galvanized steel:with coating weights in accordance .with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. . Page 4 of 13 •d . Simpson Strong -Tie 5.4 Concrete/Masonry.: Cons ete and Masonry design specifications shall be the stricter of the specificationslby the engineer of record, the Florida Building Code minimum standards, the foiowing, or as noted in the report: Material 8pecifi�ation Minimum Compressive Strength Concrete, fc - 2500 psi Masonry, f m ASTM E447 1500 psi Masonry Unit ASTM C90 1900 . si . - Mortar ASTM C2 .0 Type S 1800 psior by proportion's) Grout I ASTM C476 2000 psi or by proportions) 6. ANSTALLATION Installation shall be. in accord nce with :this reportand the most recent edition of the Simpson Strong -Tie Wood C nsfruction Connectors catalog. The Information in this. report supersedes any confli ing information between information provided in this. report and the catalogue: 7..SUBSTANTIATING DATA Test data submitted by Testi g Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen, P.E., °performed in accordan a .with the 200TFlorida and Residential Building Codes: Product .. Test. Number Date Tested .. MTSM B845, H756 2/27/90,.12/6/00' HTSM 02-3667 1 /30/02 HM9 Uplift 02-3793 5/15/02 HM9 F1:Direction : 02=3793-- 5/15/02 HM9 F2: Direction : 02-3793 5/15/02 HGAM10 Uplift 02 3884 7/29/02 HGAM10 F1 Direction jH046 3/25/99 HGAM10 F2 Direction - (H141 6/22/99 META Uplift. 02-3674, 02-3802, 02-3861,04-4675. 6/4/02, 6/8/02, 7/24/02, 2/8/04 .. . META F1 02-3674, 02-3802 6/4/02, 6/8/02 META F2 02=3674; 023802,.: 02-3861. 6/4/02, 6/8/02, 7/24/02 HETA Uplift. 104-4676 02-3803, 02-3862; 6/10/02, 7/26/02, 2/8/04 HETA F:1 i .02=3803. - :6/10/02 HETA F2 02-3803, 02-3862.: 6/10/02,-7/26/02, HHETA UplifE 02-3676, 02-3863 0474674 6/4/02, 7/29/02, 2/7/04 HHETA F1 m. 1- :027:13676 - - . 6/4/02 - HHETA F2 02=3676, 02-3863. 6/4/02, 7/29/02. HETAL Uplift 02-3803, 02-3862; 04-4676 6/10/02, 7/26/02, 2/8/04 HETAL-F1 D793 3/17/94 Product ITest Number - Date Tested HETAL F2 D844 3/28/94 - DETAL Uplift 0797 3/28/08 DETAL F1 0795, 0799 5/12/08, 3/27/08 DETAL F2 0796, 0798 6/05/08, 3/28/08 LTA1 Uplift. .° 02-3616 2/13/02 LTA1 F1 02-3616 2/13/02 LTA.1 F2 02=3616 2/13/02 MSTAM24 Uplift : 02-3795 5/17/02, 5/17/02 MSTAM36 Uplift 02-3795 5/17/02, 5/1.7/02 MSTCM40 Uplift 02-3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR- Uplift 04-5004, � 04-5005 10/6/04, 10/6/04 FGTRE Uplift 04-5010 10/29/04 FGTRHL/R Uplift 04-4915 10/13/04 LGUM Down M202,M 203, M2041. M222, M224 7/13/00, 7/13/06, 7/1.3/06, 7/14./06, 8/03/06 .LGUM Uplift: M211;.M212, M213 8/18/06,8/18/06, 8/21/06- HGUM Down M207; M209,M216, M217 9/11/06, 9/11106, 10/20/06, 10/20/06 HGUM Uplift. M729, M731 8/3/06, 8/04/06 . 8. FINDINGS Upon review of the data submitted by Simpson Strong -Tie, it is my opinion that -the models as described in this report conform with or are a suitable alternative .to the standards and sections in the 2007Florida Building Code, Building, and the Florida Building Code, Residential code editions listed in section 10 of this report; subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall; not exceed the allowable loads listed in. this report. Allowable loads listed in this report are'based on allowable stress design. The .. loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Allowable_ loads for more than one direction for a single connection cannot be. added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design: Uplift/Allowable Uplift + Design Lateral. Parallel to Plate/Allowable- Lateral Parallel.to Plate +-Design.Lateral Perp. to Plate/Allowable. Lateral Perp. to Plate < 1.0 10: CODE REFERENCES Florida Building Code, Building 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22_: Steel Chapter-23 Wood Page 6 of 13 'mpsori ng Si tro - S Tie Florida Buildinq Code, Residential 2007 Edition R101.2.1 scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 .` HVHZ Wood 11. ALLOWABLE LOADS: The tables that follow referenc the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS.AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE_ WALL CONNECTORS . Fasteners Allowable601ift Loads Model Ga Length Southern No., . (in.) Truss/Rafter CMU Concrete ..: Pine/Douglas Fir- Spruce -Pine -Fir (Titen) (Titen) Larch NITS M 16 16 :16' 7-'10d 4'/4X2'/4 4-'/oX13/o : '875 755' MTSM20 16 -_20 7-10d: �. 4'�X2'%4 4'/4X1% 875 755 HT:SM16 14 16 8-10d 4-'/aX2'/4 4-'/4x13/4 1175 1010 . . HTSM20 : 14 20 10-10d 4-1/4x2'/4 4-'/4x 13/ 1175 1010 ' HM9. 18 - 4-SDS'/4X1%2' 5'/4X2'/4 5-'/4xl,% 805 690 HGAM10 ' 14 - 4-SDS'/aX1'%z 4-'/4X2'� 4-'/4x2'/4 850 850 Notes: 1. Loads include a 60% load duration increase on the. fastener. capacity for wind loading where allowed by the Florida Building Code. -Loads do not include a stress increase on the strength of the steel. No further increases are permitted. -Reduce loads where other loads govern. 2. HM9 allowable F1 load shall be 635 lbs.( FUSYP) & 545 lbs (SFP), and allowable F2 load shall be 200'Ibs, (DFUSYP) 8; 170 Ibs (SPF). 3..: HGAM10 allowable F1.load shall be 1:005 Ibs (DFUSYP) & 870 Ibs (SFP), and allowable F2 load shall be 1105 Ibs.:: (DFL/SYP) & 950 Ibs (SPF). 4. Allowable loads for the HGAM10 are for ne connector. A minimum rafter thickness of 2'/Z' must be used when framing anchors are installed on each side of the oist or truss. HGAM.10 K .. sz �..in i i� L tl fit, ) \� , ) rx t n� [j .(Y Y...�ry{[ rl'4i... Svia •- r � + N Moisture barrier �- Irl$ r t�� �' = 6t'showri Figure 1' Figure 2 Figure 3 Typical MTSMM/HTSM Application Typical HM9 Installation Typical HGAM10.Installation Page 7 of 13 S Strong impsori S ng-Tie, TABLE 2 ALLOWABLE LOADS AND FASTENERS Model No. Ga H Uplift Lateral Loads ' 1` Ply So. Pine Truss 2' or 3 Ply, So. Pine Truss F1 {parallel to weiq FZ (peipen,to wall) "Fasteners 'Load Fasteners Load META12. 18 8 7-10dxl% 1450 6-16d 1450 340 725 META14 10 7-10dX11% 1450 6-16d 1460 340 725 META16 12 7-10dxl% 1450 6-16d 1450 .340 725 META18 14 7-10dxl% 1450 6-16d 1450 340 725 META20 16 6-10dx1% 127.0 5-16d 1245 340 725 7=10dx1% 1450 6-16d 1450 340 725' META22 18 .7-10dx11/ 1450 6-16d 1450 340 725 META24 20 7-10dx1% 1450 6-160 1450 340 725 META40 36 7-10dX11/ 1450 6-16d 1450 340 725 HETA12 16. 8. 7-10dx11/ 1520 7-16d. 1780 340 725 HETA16 12 9-10dx1'/. 1810 8-16d. 1810 340 725 HETA20 16 8-10d:xl% 1735 7-16d 1780 340 725 9-10dX11/ 1810 8-16d 1810 340 725 HETA24 20 .9-1061% 1810. 8-16d 1810 ...340 725 HETA40 36 9-10dx11/ 1810 8-16d 1810 340 725 HHETA12 14 8 7-10dxl% 1565 7-16d 1820 340" 815 HHETA16 12 10-10dx1% 2235 9-16d 2235 -3406 815 HHETA20 16 9-10dxl% 2010 8-16d 2080 3406 815 10-1001% 2235 9-16d 2235 3406 815 HHETA24 20 10-10dx11/z 2235 9-16d 2235 3406 815 HHETA40 . 36: 10-10dX11/2 2235. 9-16d : 2235 3406 815 HETAL12 16 7 10-10dx1'/ 1085 10-16d .1270 4.15 1100 HETi4L16 11 14-10dx11/z 1810 13-16d 1810 415 1100 HETAL20 15. ,14-10dxl% 1810 13-16d. _ 1810 '415 1100 LTA1 18 3'/e 12-10dX11/s 1420 1 12-10dx11/z 1420 485 1425 Notes: 1., Loads include a 60% load duration increase on the fastener capacity, in wood for wind loading. where allowed by the Florida Building Code. toads do not include a stress increase:on the strength of the steel. No further: increases are permitted: Reduce loads where other loads govern. -2. Five nails must be installed into the truss seat of the HETAL 3. Parallel-to=plate load towards face of HETAL is 1975 lbs. 4. Minimum fc is 2,boopsi 5. It -is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load per nail can.be approximated by dividing. the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap.: Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6 16d or 7-10dx1 Yz" fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the.truss and a minimum of 12 nails are installed. - b(aiature bairler ,; nots/flown -a r! 'r a Typical META hislalledrnlh- S Figure 4 Figure Pa META/HETA/HHETA Typical Installation. LTA1 Typical Installation a- " __ -- _ Simpson Strong -Tie TABLE 3: ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Model No. Qty. Application Uplift Loads Lateral' Loads5 1 Ply Southern Pine Truss 2 or 3 Ply Southern Pine Truss Fi (parallel to wall) F2. (perpen. to wall) Fasteners Fasteners Load' DETAL20 CMU 18-1OdX14% A2480 - - 20006 1370 .Concrete 18-10dX1%.;2000 1505 META 2 . CMU Concrete 10-10d 1'/z 14-16d -1900 1210 1160 10-10d 1'/z 1985 14-16d 2565 1210 1160 .. HETA 2 CMU Concrete 10-10d 1'/z. 2035.. 12-16d.: 2500. 1225 1520 10-10dx1'/z : 2035 12-16d . 2700'. 1225. 1520 HHETA 2 -- CMU Concrete 10-1Od 1'/z 2035 12-16d 2500 1225 1520 - 10-10d 1'/z 2035 - , 14-16d - 3350. 1225_ . 1520 Notes: 1. Loads include.a 60% load duration inc ease on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stressincrease on the strength of the steel. No further increases are permitted. Reduce load where other loads govern. 2. Minimum;f, is 2,500 psi. 3. Install with spoons facing outward and:spaced no more than 1./8" wider than the truss. width. 4. Install half of the required number off, steners in each strap, except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat. 5. Lateral loads for META, HETA, and H ETA anchors apply only to 2- or 3-ply applications -with anchors spaced a: minimum of 3" apart. For si gle ply applications use lateral loads in Table 2. DETAL lateral load apply.to single -ply application.. " 6. DETAL20 Lateral Loading in the F, di ection anchored in CMU greater than 1,790 lb. may result in deflection up to 5/32" in the F, directio . Typical lnstafidtion • o, * 'with two METAs =.Irma) :.r. '.' °•.q -.cam: E-� .. r � Figure 6 DETAL and ouble META/HETAYHHETA Application Page 9 of 13 SiStrong-Tie ..: �mpsori TABLE 4 MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Model No: Gal;,inches Dimensions Simpson Strong;=Tie °vTiten`Screwsr. • DF/SP 160 SPF ` 160 CMU ; C6n ret�': ' Nails : _. Load Nails Load •: MSTAM24 18 1'/0 24 5 '/ax2'/a 5-.'/4xl3/4 8-10d 1500 9-10d : 1500 MSTAM36 16 1'/4 36 8-?/ax2'/a.. 8-'/x13/ 1.0-10d 1870 .1.1-10d . 1870 MSTCM40 16 3 40'/ 14-'/x2'/" 14'/xl% 22-16d Sinker 4220 26-16d Sinker 4220 MSTCM60 _ 16 3 59'/z 1 14-'/X2'/ i 14-'/X13/o 26-16d Sinker: 4220 26-16d Sinker 1 4220 otes:. 1. Loads include a 60% load duration increase on the fastener capacity in, wood for wind loading where allowed by the Florida lding Code: Loads do not include a stress increase on the strength of the steel. No further increases are permitteBuid. Reduce loads where other loads govern. .2. Minimum edge distance is 1'/" for Titen Masonry Screws. . 3. Minimum fm =.-1500 psi and minimum fc = 2500 psi: 4. - Products shall be installed such that the Titen screws are not exposed _to moisture. 1'h° O b M- Aim w� m � d 'o t A�„ l,,4 Typical MSTAM36 MSTAM36 MSTCM40 Installation. Typical MSTCM60 Installation: Figure 7 . MSTAM/MSTCM Typical Dimensions and Installation Page 10 of 13: : Simpson tro S ng-Tie_ TABLE 5 FGTR.SERIES kLLOWABLE LOADS AND FASTENERS. Model No. Qty. L Fasteners Allowable Uplift Load (160) To Block and Concrete Wall To Truss FGTR .1 2-Tii!en HD 11,.kY 18-SDS1/4x3 50006 2 4-TiXen HD %xY - - 36-SDS1/4x3 9400 FGTRHL/R 1 2-Ti;ten HD'/2xY 18-SDS1/4x3. 3850' FGTRE 1 241hen HD %x& 18-SDS1/4x3 46856 FGTRE+FGTR 1 Each ..4-Tten HD'%zxY 36-SDS1/4x3 50006 Notes .1. Loads include a 60% load dur tion increase on the fastener capacity in wood for wind loading where: allowed by the Florida -Building Code. Loads do not include a stress increase on the strength of the steel. No further increases ar� permitted::' Reduce loads where other loads govern. 2. Products shall -be attached to routed -and; reinforced CMU walls or reinforced concrete walls that are designed to -transfer the Uplift;oads.to the foundation. - 3. Minimum edge distance for th Titen HD is 4 4. THD's should be spaced in eery other hole on the part 5. Attached members must be designed to -resist the: applied loads 6. Products used for corner: app ication.s shall be limited to 4685 lbs allowable 7. Loads are governed by the g�oiited wall capacity based -on testing of the products:attached to the corner of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested attached to a steefcolumn to an allowable load of 11,400 lbs which can be used for design provided_ the wall is designed by the e I gineer of record to transfer the uplift forces. jE 41 11 ` t, lllIIFI L t f\ Lpr ♦ R .. .. Ri 1 ` r y ..: ..: - . '7wo;FCTRs=; .. F RHL FGTf± FGTR. • 5 .'r t t ..- - - � a' aty TRUSS �i p r S v v o• SHOULD L BE SET i BACK(. FGTRE FGITAHLTOPY14W Figure 8 FGTR/.FGTRE/FGTRHL/FGRHR Typical.Installation- Page 11 of 13: .: Simpsori Strong- Tie TABLE 6 — LGUM AND HGUM ALLOWABLE LOADS,. FASTENERS. AND DIMENSIONS Dimensions (in.) 'Fasteners ., Allowable Loads (Ibs) ., Model No. Ga , W H „ „ B CMU/Concrete Joist U lift Download DF/SP/LVLIPSL/LSL Titen HD SOS Screws °' 0160) CMU " ' Concrete • .. - ,400/145/125) DOUBLE 2x SIZES' LGUM 26-2 12 3 /16 5 4 4-- W x 4" 4-1/"x2'/z" 1430 5595 LGUM 28-2 . 12 .. 3 /16 7 4 .6 - %11 x 4" 6-1/<"x21/2" 2435. 8250 LGUM 210-2- 12 3. /16 9 4 8 - %" x 4" 8-'/a"x2'/2" 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 5 % 5'/e 4 4 - 3/e" x 4" 4-1/a"x2'/z" 1430 5610 LGUM 28-3 12 5 % 7 % 4 6 - W x 4" 6 - 1/a"x21/z" 2435 8290 LGUM 210-3 12 5'/a 9 % 4 8 - W x 4' 8--1/a"x21/z" 3575 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6 /16 5 /16 4- 4 - W x 4" 4 - 1/a"X21/2" 1430 5625 LGUM 28-4 .: 12 6 /16 7 /16 4 6 — W x 4" - 6 - 1/a"x21/" 2435 8335 LGUM 210-4 12 6 -/16 9 /16 4 8 - W x 4" 8-1/4"x21/`" 3575 - 9860 4x SIZES LGUM 46 12 1 3 5/ 4 Y8 4s 4 - 3%e' x 4" 4-1/"x2% 1430 5600 LGUM 48 12 3 % 6 % 4 6 - W x 4" 6-1/a"x2'/z" 2435 8260 LGUM 410 12 3 % 8 % 4 :8 - W x 4": 8-." 3575 9620 ENGINEERED WOOD ANDSTRUCTURAL COMPOSITE LUMBER SIZES HEAVY DUT HGUM5.25 7 : 51/ 11 to 30 5 1/4 8 - W x 5" 24 - %'*21/z" 10085 14965 . 16015 HGUM5.50 7 51/ 5 % 8 - W x 5" 24 - %N21/z" 10125 14940 16015 HGUM7.00 7 7 5 1/4 8 - W x 5" 24 - %N21/z" 10375 14770 16015 HGUM7.25 . 7 7'/4 5 1/4 8 - W x 5" 24 _ %"x21/i` 10415' . 14740 16015 HGUM9.00 7 : 9 51/a 8 - W x 5" 24-1/"x21/z" 10705 14545 16015 Notes: 1. ;Uplift loads:include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed -by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce'loads where other.loads govern. . 2. Minimum fm = 1500 psi and fc = 2500 psi. .� . �m 4WD �O �v'O S�� •0 {11 , 4 �? ..t r i;. IIOI SfMYI- .?�• r .Es.. ESR-2549 Used for Florida State Wide Product Approval # FL10655 Products .on this Report which are approved: Product FL# Product FL# HHUS210-2 10655.1 HHUS26-2 10655.2 HHUS28-2 .. 10655.3 HHUS4i0 10655.4 HHUS46 10655.5 HHUS48 10655.6 HSUL210-2 -10655.7 HSUL214-2: 10655:8 HSUL26-2 10655.9 HSUL410 1:0655.10 HSUL414 i0655:11 HSUL46 10.655.12 HSUR210-2 .10655.13 HSUR214-2 1:0655.14 HSUR26-2 _ 1065515 HSUR410 10655.16 HSUR414 1:0655.17' HSUR46 10655.18 HU210 ' 10655.19 HU210-2 10655.20 HU210-3 1:0655.21 HU212 10655.22 HU212-2 10655.23 HU212-3 1:0655.24 HU214 10655,25 HU214-2 10655.26 HU214-3 1:0655.27 HU216-3 10655.29 .HU24-2 10655.30 HU26 1,0655.31 H026-2 1:0655.32 HU28 .. ... 10655/33 HU28-2 - 10655.34 HU310 10655:35 HU310-2 10655.36 HU312-2- 10655.37 HU314 10655.38 . HU314-2 10655.39. HU316 - 10655.40 - HU34 10655.41 HU36 HU38 HU410 HU412 HU414 HU416 HU44 HU46 HU48 HU610 HU612 HU614 HU616 HU66 HU68 . HUC210-2 HUC210-3 HUC212-2 HUC212-3 HUC214-2 HUC214-3 HUC216-2. HUC216-3 HUC24-2 HUC26-2 . HUC28-2. HUC910 HUC310-2 .HUC312 . HUC312-2 HUC314 HUC314-2. HUC316.- HUC34 HUC36 HUC38: HU0410 HUC412 HUC4.1.4 HU0416 10655:42 10655.43 10655.44 10655.45 10655.46 10655.47 10655.48 10655.49 10655.50 10655.51: 10655.62 10655.53 10655.54 10655.55 10655.56 10655.57 10655.58 10655.59 10655.60 10655.61 10655.62 10655.63 10655.64 10655.65 10,655.66 10655.67 10655.68 10655.69 10655.70 10655.71 10655.72 10655.73 10655.74 1--0655.76 -10655.76 10655.77 10655.78 10655.79 . 10655.80 10655.81 Product FL# HUC44 HUC46 HUC48 HUC610 HUC612 HUC614 HUM 6 HUC66 HUC68 HUS210 HUS210-2 . HUS212-2 HUS26 HUS26-2 HUS28 HUS28=2 HUS410 HUS412 HUS46 HUS48 LU210 LU24 LU26 LU28 LUS210 LUS210=2. LUS214-2 LUS24 .LUS24-2 . LUS26 LUS26-2 LUS28. LUS28-2 LUS410 WS414 LUS44_ LUS46 LUS48 MUS26 . - MUS28 10655.82 10655.83 . 10655.84 . 10655.85 10655.86 . 10655.87 10655.88 10655.89 10655.90 10655.91 10655.92 10655.93 10655.94 10655.95 10655,96 10655.97 10655.98. 10655.99 10655.100 10655.101 10655.102 10655.103 10655.104 t 0655.105 10665.1.06 10655.107 10655.108 10655.109 10655.110 10655.'111 10655.112 10655.113 10655.114 10655.115 10655.116 10655.1.17 10655.118 , 10655.119 . 10655.120 10655.121 Product FL# SUL210 10655.122 SUL21 U-2 10655.123 SUL214 10655.124 SUL24 10655.125 SUL26 10655.126 SUL26-2 10655.127. SUL414 10655.128 SUR210 10655:129 SUR210-2 10655.130 SUR2'14 . 10655.131 . SUR24 10655.132 SUR26 10655.i 33 SUR26-2 10655.134 .. SUR414 10655.135 U210 10655.136 U210-2 10655.137 U210-�3 10655.138 - U210R 10655.139 U214 10655,140 U24 10655.141 U24-2 16655.142 U24R: 10655143 U26 10.655.144 U26-2 - 10655.145 U26R 10655.146 0310 10655.147 U314: 10655.148 U34 10655.149 U36 10655:160 U410 10655.151 U410R 10655.152 U414 . 10655.153 U44 10655.154 U44R: 10655.155 1. U46 10655.156 U46R 10655.157 U610 10656.158 .. U61.OR 10655.1591, U66 10655.160 - U66R 10655.161 TM . 'SPORT ESR-2549 issued February 9, 2t?b8 This report is subject to re-examination in two years.: . BuslnelsslRegiona] Office # 5360 Wadvm M+7 Road, WhVier, Cagar a 90601 # (562) 6990543 ICC Evaluation :Service, Inc.. Regional OMce # 9W Montclair Road, Suite A, Btnitit4w, Alabama 35213 # (205) 599-M .: . w W W . l CC-es.O ra Regto al Woe # 4051 West FlosstnoorRoad, Countryaub HAI% Ibids 60478 # (708) 799-M DIVISION: Off--WOOD:AND PLASTICS hangers having a width equal to or greater than 2s116 inches Section. 06090—Wood and plastic Fastenings (65. mm) are available with concealed flanges: and are specified:with the model designation HUC..See Table 3 for REPORT HOLDER: the hanger dimensions, required fasteners,' and allowable loads; and Figure 3a for a drawing of a typical HU series SIMPSON STRONGME COMPANY, INC. hanger and;Figure 3b for an HUC hanger. 5956.WEST LAS:POSITAS BOULEVARD 3.1.4. LUS Series Hangers: The LUS series hangers:'are PLEASANTON,; CALIFORNIA 94588 formed.from No.18 gage galvanized steel. The hangers. have (800) 925-5099 prepunched holes for the installation of nails that are driven www.stron tt[e.com at-9 45-degree:angle through the joist: and Into the header, which Is described as. double shear nailing in the'installation EVALUATION SUBJECT: a instructions. Sao Table 4 forthe hanger dimensions, required fasteners, and allowable toads; and Figure 4 for a drawing of SiMPSON .:STRONG 71E FACE -MOUNT HANGE S FOR atypical LUS series hanger. WOOD FRAMING 3.1.5 MUS Joist Hanger: The MUS series hangers -:are formed'from No..18:gage galvanized steel: The U-shaped 1.0 EVALUATION SCOPE'. portion' of the. hangers has' - prepunched holes ' for the Compliance with the:following codes: : Installation of joist nails that are driven at an angle through, the'joist and into the header, which Is: described as double # 2006 International Building Code® (i13C) shear nailing in the installation instructions. See Table 5 for # 2006 Intemationa! Resident/a! Code° (IRC) the hanger dimensions, required fasteners; and allowable loads; Flgure.5 for a drawing of a .typical MUS series hanger. # Other. Codes (see -Section. 8,0) 3:1:6 HUS Series Hangers: The HUS series hangers are Properties: evaluated::' formed from No.14 gage galvanized steel with the exception of the HUS26, HUS28 and: HUS210 hangers, Which - are Structural formed from No:16 gage,ga[vanized steel. The hangers have 2.0 USES prepunched holes for the installation of joist nails that are driven at an angle through the joist and Into the header, which .The= Simpson Strong -Tie face -mount hangers 'd scribed In is described as . double shear: nalling ih: the installation this reportare used as wood. framing co nectors , in instructions. See Table 6 for the hanger.dtmensions, required accordance with Section 2304.9.3 of the -IBC: T e products fasteners, and allowable loads; and Figure 6 for a drawing of may also be used in structures regulated under te iRC when 'a -typical HUS series hanger, an.engineareddesign[ssubmitted inaccordance tn'thSection -3.1.7, HHUS Series Hangers: The HHUS=series hangers R301.1.3 of.the IRC. are formed from No. 14 gage galvanized steel. The hangers 3.0 DESCRIPTION : have prepunched holes for the Installation of joist; nails that. ; are.'at'an angle through the joist and info true header, 3.1 -Generale which is described as double shear nailing in the installation The Simpson Strong -Tie face-mounthangers described in instructlons. Sea .Table 7foethe.hanger dimensions ;required this report are U-shaped hangers that have prep nched holes fasteners,. and. allowable, loads; Figure 7 for a drawing of a . . for the Installation of.heills Into the face of the su porting wood typical HHUS series hanger. . header or beam:or, ledger. 3.1.8 SURIL Series.' Hangers::The SUR/L'series hangers 3.1 A LU Series Hangers: The LU series hangers are are formed from'No. 16 gage galvanized.steel. SUR and SUL formed from No. 20 gage galvanized steel: See Tabled for are::mirror-image identical hangers, skewed at.45 degrees hanger dimensions,.required fasteners, and allowable loads; right and left; respectively. See. Table 8 for .the hanger: required and-Figure.1 fora drawing of a typical LU series hanger. dimensions, fasteners, . and allowable loads; and r a Figure 8 fo a drawing of typical SUR/L:series h ngers.-: 3.1:2 U Serles Hangers: The U series hang�rs are formed from -No.' 16 gage galvanized steel. See Table 2- for -the 3.1:9 HSUR/L Series. Hangers:. The HSUR/L series hanger dimensions, required fasteners, and llowable loads; hangers are formed from. No.14 gage galvanized, steel. SUR: and. Figure.2 fora drawing of a typical U seri s. hanger. and SUL are mirror -Image identical hangers, skewed at 45 degrees right and left, respectively. See Table 9: for: the 3.1.3 HUIHUC Series Hangers:; The HU nd HUC series hanger dimensions; required fasteners, and allowable'loads; hangers are formed from No.: 14;gage galva..ized steel.:HU and Figure 9 for a drawing:of typical HSURIL series' hangers: . REPORTS" the ntal to be coufr:ted ar represenllug esthetles or aV other attributes not spec fealb, addressed, nor are they to be construed ru an endorsement of the subject ofihe report or a reconmrendation os its tse. There b no norms by XC Evaluation Service, bra, espress or lmplled,:as 10 mry findhT or olhermatter to this report, or ar to any prodacl eov ed by the report, umnnaan+vn trncucrournvto>ot Copyright © 2008 .. Page 1' of 10 Page 2 of 10 ESR-2549 12 . Materials: 12.1 Steel:. The hangers described � in this report are manufactured from galvanized steel complying with ASTM:A 653, SS designation;: Grade 33, with a minimum yield strength,-F of 33,000 psi (227 MPa) and a minimum tensile strength, F.; of 4b,000 psi (310 MPa): Minimum base -metal thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage). MINIMUM BASE -METAL.'. THICKNESS (inch) No.14 0.0685 No.16 0.0555 No.18 0.0446 No. 20. 0.0335 ror sr, i Tncn =.z0.4 MM. The hangers have a minimum G90 zinc coaling specification in accordance with ASTM A 6.53. Some models (designated with a model number ending with Z) are available with.a G185.zinc coating'specification'in accordance with ASTM A 653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, In accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc .per square foot of surface area (660 g/m2), .total for both sides. Model numbers In this .report do not include. the Z or HDG ending, but the Information- shown applies. The lumber treater or holder of this report (Simpson Strong -Tie Company)'. should be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2: Wood: Wood memberswith:which the connectors are used must. be either sawn lumber or engineered lumber :having. a :minimum specific gravity of 0.50 (minimum equivalentspecificgravity of 0.50forengineered lumber), and having a maximum moisture content of 19..percent (16 percent for engineered lumber) except as noted .ins Section 4.1. The thickness of the supporting wood member (header, beam, or ledger) must be equal to:or greater than the length of the fasteners specified in the tables In this report, or as required by:wood member design, whichever Is greater. 3.2.3 . Fasteners: Nails used for hangers described in this report must comply with ASTM F 1667 and have the following minimum fastener dimensions and bending yield strengths (F,b): COMMON NAIL SIZE SHANK DIAMETER (inch) FASTENER LENGTH (inches) Fb (psi) 10d x 1'/2 0.148 11/2 : 90;000 10d 0.148 3 90,000 .: 16d x 2% :0.162 : 2'/2 90,000 16d 0.162 31/ 90,000 ror 01. l TRCn =. ZO.4 MITI, l p5! = UAM WEI; Fasteners used In contact with preservative: treated or fire retardant t treated . lumber must : comply with IBC Section 2304:9.5 or IRC Sectlon R319.3, as applicable. The lumber treater or this report holder (Simpson Strong Tie Company) should be.: contacted :for recommendations : on minimum corrosion resistance of fasteners:and connection capacitles of fasteners used,with the specific proprietary preservative treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in this report are based on -allowable stress design (ASD) and Include the load duration factor, Co, corresponding with the applicable loads In accordance with the NDS. Tabulated allowable loads apply to products connected to wood used, under dry conditions and where_ sustained temperatures are 100°F (37.8°C) or less. When products are Installed to woad_ having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, C., specified in the NDS. When connectors are installed in wood that will experience sustained. exposure to temperatures exceeding 100°F (37.81C), the allowable loads in this report must be adjusted by the temperature factor, Ci, specified: in the-NDS. Connected wood members must be analyzed for load- carrying- capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published Installatlon instructions. In the event of a conflict between this report and the manufacture's, published: installation 'instructions, this report governs. . 5.0 CONDITIONS OF USE The. Simpson Strong-Tle face -mount hangers for wood - framed construction described in this. report comply with, or are suitable alternatives to what.is specified. In, those codes listed. In. Section 1.0 of this report, subject to the following conditions: -5.1 The connectors mu§t: be manufactured, .identified and Installed in accordance with this report and .the manufacturer's :published Installation Instructions. A copy of the instructions must be available at the jobsite at all times during,installatton.: 6.2 Calculations showing compliance with this report must be submitted to the code official. The calculations.must be prepared by a registered design professional where required.by the statues of the jurisdiction in which the project is to be constructed.. 5.3 Adjustment: factors noted in Section 4.1 and the applicable codes must be considered, where applicable. .6.4 Connected wood members and fastener's must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be in accordance with Section.:3.2.1 of this report. Use of fasteners with - preservative treated or fire retardant, created lumber must be in accordance with Section 3.2.3 of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criterla for Joist -Haft ers and -Similar Devices (AC13);;dated October 2006 (corrected March 2007). .7.0 :IDENTIFICATION: . The products described in this report are identifledwith-a die - stamped :label Indicating the name of. the manufacturer (Simpson Strong -Tie), the model number, and the number of an:index evaluation reportESR-2523) that Is used as an identifier for the products recognized In this report. 8.0 OTHER CODES 8.1. Evaluation Scope: In addition 'to the codes referenced In Section 1.0, the products in this report were evaluated for compliance with the requirements of the following codes: Page 3 of 10. .. ESR 2549 # 2003 international Building Code® (2003 IBC) or fire retardant treated lumber must; as a minimum, comply # 2003 International Residential Code(2003 IRC) with UBC Section 2304.3. # 2000 International Building Code° (2000 IBC) 8.4 Design and Installation: 2003 IBC,' 2003 IRC, 2000 IBC, 2000: IRC,: and UBC; # 2000 International Residential Code° (2000 IRC) See Section 4.0, of his report. . # 1997 Uniform Bullding.Code"' (UBC) 8.5 Conditions'of Use: The products described In this report comply with, r are suitable alternatives to what is specified In,. the codes Misted 8.5;1 2003 lBC, 2003. IRC 2000 18C; and 2000 IRC: The. above, subject to the provisions of Sections 8.2 throe h 8.7. Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what. is specified In, those 8:2 Uses: I codes listed in Section 8.0, subject to the same conditions of 8.2.1 2003 IBC, 2003 IRC, 2000 IBC, ind.2000 IR : See use indicated In Section 5.0 of this report. Section 2.0 of this report. 8.6.2 UBC: The Stmpson Strong -Tie products described In 8.2.2 UBC: Replace the information in:Section 2:0 the fotlowing: Simpson Strong face -mount hangers a�e used this report comply with, or are suitable alternatives to what is specified in, the UBC, subject to the same conditions of -use -Tie as wood framing connectors. In :accordance with Section indicated Section 5.0 'of this report, except the last :: 2318.4.8 of the UBC: sentence of Section 5.5 :Is replaced with the fallowing: . o Fasteners used..in contact .with. preservative treated or:'fire $ 3 Description: retardant: treated: lumber must. as a minimum, comply with 8.3.1 - 2003 IBC -and' 2003 IRC:' See Section 3.0 of this UBC Section 2304.3. report: I d� Sb tt 0 B 00 8.$: Evi once u rni ed: 2 031 C; 2003 IRC 20 IBC, 4 8.3.2 2000.IBC and:2000 IRC:: See: Section 3:0 of this - 2000 IRC; and UBC: report, except modify Section 3.2.3 of this report to deference See Section 6.0 of this report. Section R323.3 of the:IRC. .7. Identification: IBC, 2003:IRC 2000 IBC, 2000 8 2003 8.3.3. UBC: See Section 3.0 of this report, exceptLdlfythe IRC, and.UBC: :first: sentence in the last.. paragraph 'of SectionL 3.2.3 as See Section 7.0 of this report. follows: Fasteners used in contact with preservative treated Page 4 of 10. ' ESR-2649 TeRI R 7_AI 1 nWAR1{:C 1 nAr1C RnR TUC 111 QC!01=S MICTYArue±zae DIMENSIONS' (inches) FASTENERS2 (Quantity -Type) ALLOWABLE LOAW" (lbs) M NoDEL W : H B Headers Joist Uplift6 Download' Co =1.33 or =1.6 CD =1.0 Cb=1.16 Co=1.26 10d 16d 10d 16d 10d 16d LU24 1911s 3% 1% 4 2-10dx% 245 445 530 510 610 W5 665 LU26. 19/Is 4% 1% 6. 4-10dx1% 490 665 800 765 920 830 1,000 LU28 1%6 6'/. 1'/: 8 6-10dx1% 735 '890 1;065 1,026 ' 1,226 1,110 1,300 LU210 19/is 713/16 1% 10 6-10dx1'/: 735 1,110 1,330 1,V5 1,530 1,390 1,660 For SI: 1 inch = 25Arrim,1 IV = 4A5 N. 1. Refer to Figure 1;(this page) for definillons of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and requlred minimum physlcal'propertfes. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.. 4. LU Series hangersprovide torslonal resistance,.which Is defined as a moment of not less than 75 pounds (334 N) times the depth of the . Joist at which the lateral movement of the. top or bottom of the Joist with respect to its vertical position Is 0.125 inch (3.2 mm), 5. The quantity of 10d or 16d common nails specified•in the "Header" column under 'Fasteners" is required to achieve the tabulated allowable loads shown In the Allowable Download'10d' or '16d' columns. 6. Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting headerlbeam, and have been Increased for wind orearthquake loading with no further Increase allowed. The allowable uplift loads must be reduced when other toad durations govem,^ >�g e e o o: a o eN o e l/s� for I,U2A FIGURE i-LU-SERIES HANGER - Page 5 of 10 I ESR-2549 ITABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS MODEL DIMENSIONS' (inches) FAST! NERSz (Quani -T e y�) ALLOWABLE LOADS Ibs e Uplift._ Download No. W H B Headers Joist I Cop 1.33. or =1.6 Co =1.0 CD =1.16 Co =1.25 10d 16d 10d 16d 10d 16d U24 19/16 3'/a 2 4 .2-1061% 240 445 530 510 610 555 665 U26 1'116 4314 2. 6 4-10dx1'%2 480 665 800 765 920 830 1,000 U210 13/,s :2 10 '6-10dxl'/2 720 1,110 1,330 1,275 1,630 1,390 1,660 U2141 1e/je 10. 2 12: 8-10dx1% 960 1,330 1,595. 1,530 1,835 1,665 1,995 U34 2'/Is 33/8 2 4 2-10dx192 240 445 530 610 610 1 555 665 U30 29/te 53/a -2 8 A-10dA112 480 890 1,065 1'1025 .1,225 1,110 1,330. U310 2% 87/e 2 14 6-10dx1',/2 720 1,655 1,860, 1,790 2,i40 1,940 2,330 U3114. 29/ss 10'/2. 2 16, 6-10dx1112 1 720 1,776 2,130, 2,040 - 2,450. 2,220 .2,660 U44 39/se 27/a 2 4, 2-10dj 295 445 530' 510 610 555 665 U46 39116 47/8 2 8 4-104 590 890 1,065 1,025 1,225 1,110 1,336 U41 0. 39/is 83/a 2 14 _ 6-10 890 1,555 1,860: 1,790 2,140 1,946 2,330 U414 39/16 10 : 2 16 a lod 890 1,775 2,136 2,040. 2,450 2,220 2,660 U24-2 3% 3 2 4 2-100 295 445 536 510 610 555 665 U26-2 3'/e 5 2 8 .. ..: 4-10d 590 690 1,065. 11025 1,225 1,110: 1,330 U210.2 31/e: 8112 2 14, 6A0.4 890 1,555 1,860. 1,790 2,140 1,940 2,330 U66 .51/2: 5 .:2 6. 4-10,8 590 890 1,065 1,025.. 1,225 1,110 1,330 U61,0 6% 8112 2 14 6--iOd 890 1,555 1,860 1,791) 2,140 1,940 2,330 U210-3 5'/2. 73/4 2 14 6-1dd. 890 1,655 1,860 _.11790 2,140 1,940' 2,330. U24R 2'/1e. 3% .2 4 2-10dk.1 '/2 240 445 530 510 610 555 665 U26R 21Ita 55/e . 2 8, 4710d�1'/2 480 890 1,065 11,025. 1,225 1,110 1,330 U21OR 2'/1a 9% 2 14 6-10d}d1/1 720 1,555 1,860 1,790 2,140 1,940 2,330 U44R 4'/1s 2s/a 2 4 2-100 , 355 445 630 510 00 555-. 665. U46R 11116 0/e 2 8 4-1,6d 710 890 1,065 1,025 1,225 1110 1,330 U41011 4'/1e 8'/a. 2 14 6 '6d 1,,065 1,555 1,860 1,790 2,140 1,940 2,330 U66R 6 5 2 .8 4-16d 1 710 '890 1,055 1,025 1,225 1,110 1,330 U610R 6 14' 6-16d 1,085 .: 1,555 1,860 - 1,790 2,140 1,940 _ 2,330 ror tiv 7 lncn = 2b.4 mm, 1 101 = 4.40 N. 1. Refer to Figure 2 (this page) for definitions of hanger nomenclature ,(W, H, B). . 2. Refer to Section &2.3 of this report for nail sizes and required minimum physical properties 3. Tabulated allowable loads must be selected based on duration 'of load as permitted by the applicable building code. 4. U Series hangers provide torsional resistance; which 1 defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement:of the top or bottom of tie: joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5, The quantity of 10d or 16d common nails specified in the'Header" column under'Fasteners- Is required to.achieve the tabulated allowable loads shown in the Allowable Download -10d" or "16dj columns. 6. Allowable uplift loads arse for hangers Installed with all er 40d.or 16d common nails into the supporting headerlbeam, and have been increased for wind or -earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem: (��T i III I.I Page 6 of 10 ESR-2549 TART P LAi 1 nWARI C 1 nAne Cno Tur- UF11U1Irn 0005CO 1n10r uwU^r!n , MODEL HANGER DIMENSIONS' (inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS (Ibs)3A' NO. W H B Header Joist Uplift Download Ct, =1.33 or = 1.6 CD =1.0 Co =.1.15 Co =1.25 HU26 i91ts 3 /1s 2'/. 4-16d 2-tOdx1 /2 240 535 .615 670 HU28 lolls 5% 2'/. 6-16d : 4-10dx*2 480 805 925 1,005 - . HU210 is/is 79, 2'/4 8-16d 4-1Odxi'/2 480 1,070 1,230 1,340 HU212 1911r, 9 - 2'14 10-16d 6-10dxl'/2 720 1,340 _ 1,640 1,675 HU214 19116 10'/8 2'/s 12-16d 640dx1'/2 720 1,610 11850 :2,010 HU34 29/ts 39/e 2'l: 4-16d 2-10dx1 /2 240 535 615 670 HU36 - 53/e. 2 % 8-16d 4-10dx1'/2 480 1,070 1,230 : 1,340. HU38 2a/1s 7 /s 2 V. 10-16d 4-10dx11./2 480 1,340 1,540 1,675 HU310 29/1s 8% 2'/ 14-16d 6-10dx1 /2 720 1.875 2,155 .2,345 HU312 . 2911s 105/a 2 % 16-16d .. 610dx1 /2 720. 2,145 2,465 -2,680 HU314 29/1s 12 /s. 2'/ 18-16d e-1 &I'12 960 2,410 2,770 3,015 HU316 29/16 14% 2'/ 2046d 8-106i'/2 960 2,680 - 3,080• 3,350: HU44 elis 2'/8 2 % 1 4-16d 2-10d 300 535 615 670 HU46 38/18 53/te 2 % 8=16d . 4-10d 605 .1,070 1,230 ..1,340 HU48. 39/18 011. 2 %2 10-16d 4-10d . 605 1,340 1,540 1,675 HU410 AS 8s/a: 21/ . 14-16d .: 6-1 Od 905 1,876 2,155.: 2,345 HU412 39/1s 1011s 2 %- 16-16d 6-10d 905 2,145' 2,465 2,680 HU414 39119 125/s 2 % 18-16d .8-10d 1,205 2.410 2,770 3,015 HU416 39/18 13s1a 2 % 20-16d 8-10d . 1,205 200 3,080 3,350, HU66 5% 43/ts 2 % 8-16d :: 4-16d "715 1,070 1,230 : 1,340 HU68 5% 6,118 2'/z 10-16d 4-16d 715 1.340 1,540 .1,676 HU610 5% 7 /e 2 % 14-16d 6-16d 1,070 1;875 2,155 2,345 HU612 5% 93/s 2 % 16-16d 6-16d 1,070 2,145 2,465 2,680 HU614 5% 11 /e 2 % 18-16d 8-16d 1,430 2,410 • 2,770 3,015 HU616 5'/: 12' /-,s 2 %- . 20-16d 8-16d 1,430 2,680 3,080 • HU24-2 31/e 3 lie .2 % 4-16d 2-10d 300 635 :615 .3,350 670 HU26-2 3 /e 53/1 .2 % 8-16d 4-1 Od 605 .1,070 1,230 1,340 •HU28-2 3 /s 7 . 2 % 10-16d 4-10d : 605 1,340 1,540 1,676 HU210-2 3 /e 8 3/ts 2 % 14-16d 6-1 Od : 905 1,875 2,156 : 21345. HU212-2- 3'/s 10Its 2 % 16-16d 6-10d 905 2,145 2,466 :2,680 HU214-2 3 /a 1273/ts 2'/ 18-16d 8-10d 1,205 : . 2,410 2,770 31015 HU216.2 3'/s 137/e 2'/: 20-16d _ 8-10d : 1,205 2,680 3,080 3,350'. HU310-2 51/8 8 /s 2 % 14-16d 6-10d 905 1,875 2,155 : 2,345 HU312-2 5 /a 10s/s 2 % 16-16d 6-1 Od 905 2,145 2,770 12,680 HU314-2 5 /s 12s/s 2'/: 1&16d 8-10d 1,205 2;410 2,770 : 3,015 1-11.1210-3 4' /ts 8 Its 2 % 14-16d = 6-10d 905 1,876 2,155 _ 2,345 HU212-3 4 /16 10 /1s 2'/: 1646d 6-1Od 905 2,145 2,465 2,660 HU214-3 4 Its PI�W& 2% 18-16d 8-10d 1,205 2;410 2,770 :;3,015 HU216.3. 4' /ts 21 20-16d . ' 8-10d 1,205 2;680 3,080 3,350 For SI 1 Inch = 25.4 mm, 1, Ibf = 4A6 N. 1. Refer to Figures 3a and 3b (previous page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3. HU series hangers with widths (W) equal to or greater than 2 9/to Inches (65 mm) are available with header flanges turned in (concealed) . and are Identified %vlth the model designation HUC#. See Figure 3b (previous page). 4. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable buliding:code. 5. HU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateratmovement of the top Or bottom of the joist with.respect to the vertical posidon.of the joist is 0.125 Inch (3.2 mm). . 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. 7 of 10 I ESR-2549 _ I .TAQI = A —AI I nWAAI i:: I nAhQ RnDT14P 1 I1C CFRIFA _1n1ST 14ANnFRS DIMENSIONS (inches) COMMON NAILSZ (Quan�lty-Type) ALLOWABLE LOADS'; (Ibs) MODEL H0. W H B Header Jolse Upiie Download CD =1.33.or =1.6 CD=1.0 CD=1.15 CD=1.25 LUS24 19/1e 3 /s 13/4 4-10d 2-10d 465 640 735 800 '111526 18/16 4314 13/4 4-10d 4-10d 930 630 955 1,040, LUS28 19/18 6 /s 114 6-10d 4-10d 930 1,055 1,215 1,320 WS210 1 Its 7 311s 13/4 8-10d 4-10d 930 : 1,275 1,465 1,595 LUS24-2 --3 '/e 30/s 2 4-16d 2-16d 440 765 880 960 LUS26.2 3'/s 4 /16 2: - 4-160 446d 1,140 1,000 1,150 : 1,250 LUS28-2 3 /s -7 2 6-16 4-16d 1,140 1,265 1,455 . 1,585 WS210-2 3 /s 8 5/1s 2 8-16d 6-16d 1.710: 1,765 2,030 .2,210 LUS214-2 3'/e. 2 10-16d 6-16d 1,710 2,030 2,335 2,540 LUS44 39/1s 3 2: 4-160 2-16d 440 765 880 960: WS46 39/16 43/4 2: 4-16tl 4-16d 1,140 1,000 1,150 1;250 LUS48 3s/�s 6% 2 6-1 19,d 4-16d 1,140' 1,265 1,465 .1,585 LUS410 39/1e 8% 2 8-16d' 6-16d 1,710- 1,765 2,030 2,210 LUS414 39/,s 103/4 2:' 10-16d 6-16d 1,710 2,030 2,335: 2,540_ For SI:1 Inch = 25.4 mm, 1 Ibf =4.45 N. 1. Refer to Figure 4 (this page) for definitions of hanger no enclature (W, H. B). 2. Refer to Section 3.2.3 of this report for nail sizes and re ulred minimum physical properties. 3. Tabulated allowable loads must be selected based on dbration of load as permitted by the applicable building code. 4. When LUS Series hangers support joists, they provide t' rsional resistance, which is deflned•as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral move ent of the top or bottom of the joist with respect to the vertical position of -the joist Is 0.125 inch' (3.2 mm). 5. Joist nails must ba driven at a 45 degree angle through the joist Into the header/beam (double shear nailing) to achieve the. tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loaning Wth no further increase is allowed: The allowable uplift loads must be reduced when other load duratloris govern. M 1.10 ax c o � o • H d B. IGURE 4--LUS SERIES HANGER Page 8 of 10 I;SR 2549 TABLE 5-ALLOWABLE LOADS FOR THE MUS SERIES HANGERS DIMENSIONS COMMON NAILS ALLOWABLE LOADS Inches) (Quanti -7 a Ibs MODEL NO. Uplift! Download W H B Header Jolst! Co =1.33 or rs 1.6 Co =1.0 Co =.1.16 : CD =1.25 MUS26 19/16 53/ts 2 6-10d 6-10d 1,090 1.310 1,505 1,640 MUS28 1 9/111: /4 2 8-10d 8-10d : 1,555 1,750 2,010 2,185 rur 0G. t 1nUll = La.4 111In. 7 IDI = 4.40 N. 1. Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum. physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. . 4. When MUS series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N).times the depth of the joist at which the lateral movement of the top or bottom of.the joist with respect tolhe vertical position of the joist Is 0.125 Inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads.have been Increased for wind or earthquake loading vrith no further increase Is allowed. The allowable uplift loads must be reduced when other load durations -govern. Vul 0 H FIGURE S=--MUS HANGER (see Table 5) FIGURE 6-HUS SERIES HANGER (see Table 6). TeRI F l;_Ar I nWARI F I nAnC 1=nO Tut: u11C QPP1=C UAMl-t:DQ DIMENSIONS' (Inches) COMMON NAILS' (Quant(ty-Type) ALLOWABLE LOADS3'4 (lbs)' MODEL NO. W H B. Header Joist! Uplift! Download Ce.=1.33 or =1.6 Co=1.0 Cn=1.16 Co=1.25 HUS26 isle 53/a 3 14-i6d 6-16d 1,650 :2,565 2,950 3,205 HUS28 1 le 7 /16 3 22-i6d 8-16d 2,000 3,686 3,700 . 3.775 HUS210 1 /a 9 h! 3 30-16d 10-16d 2,845 3,775: 3;920 4,020 HUS46 39hs 4s/is 2 4A6d 4-16d 1,080 1,005 1,116 1,255 HUS48 3 /ts 6' hs 2 6-16d 6-16d 1,550 1,505 1,730 1,885 HUS410 MAC, a"/is 2 8-16d 8-16d . 2,160 2,010 2,310 . 2,510 HUS412 3a/16 10 i 2 10-16d 10-16d 2,700 2,610 2,885 3,140 HUS26-2 3 /a 5 /16 2 4-16d 4-16d 1,080 1,005 1,115 A,255 HUS28r2 31a 7 /is 2 6-16d 6-16d 1,550 - 1,505 1,730 . 1,885 HUS210-2 3% 93/sa 2 8&46d 8-16d: 2,160 2,010 2,310 2,510. HU5212-2 3 /a 11 : 2. 10-16d 10-16d 2,660 2,510 2,885 3,140 ror an l mBn = zo.4 mm, 7 pound = 4.40 N. 1. Refer to Figure 6 (this page) for definitions of hanger nomenclature (W. H. B), 2. Refer to Section 3.2.3 of this report for nail, sizes and required minimum physical, properties. 3.:Tabulated allowable loads must be selected based on duration of.load as permitted by the applicable building code. 4. Where HUS series hangers support solid -sawn joists, they provide torsional resistance, which Is defined as a moment of not less than 75 . pounds (334 N) times the depth of the joist at which the lateral movement of:the top or bottom of the joist with respect to the vertical position of the joist is 0.126 Inch (3.2 mm).. 5. Joist nails must be driven at a 45 degree.angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase Is allowed. The allowable uplift loads: must be reduced when other load durations govern. Page 9 of 10 ESR-2549 :'TAR1 r. 7-Ai 1 nwAR1 a t �ang =no 741E WWI in CFRiFS NAIMPRS DIMENSIONS' (inches) COMMON (4uantity" AILS2: e) ALLOWABLE LOADS'• (lbs) MODEL NO. W H. B Header. Joists:: Uplife Download' Ca- 7.33 or =1.6 : Co 1.0 Ca =1.15 Co -1.25 HHUS26 2- : 35/ts 5 hs 3 14=16d 616d 1;550 2;580 2,965 3,225 HHUS28-2 3611a 7/2 ° 3 22-16d 8-16d . 2,000 3,885 4,470 4,855. HHUS210-2 36/16 9'1 : 3 30-16d 10-16d: 2,855 5,190 5,900: 6,900: HHUS46 36/e 5 /4 .3 14716d 6-16d 11550 . 2,580 2,965 - 3,224 HHUS48 36/e: 7'la 3 22-16d 846d 2;000 : 3;885 4,470 :4,855 HHUS410 3./a 9 .: 3 30=16d 10-16d. 2,855 5,190 5,900. 5,900. For Sl: f inch =25A mm, l iV = 4A5 N.- 1. Referto-Figure 7 (this page) for definitions of hanger nomen lature (W, H,-B). 2. Refer to.Section 3.2.3 of this report.for nail sizes.and require . minimum.physical properties. 3. Tabulated allowable loads must be selected based on duratl I n of toad°as permitted by the applicable building: code. 4. Where HUS series hangers support solid -sawn joists having �a maximum depth of 11 inches, they provide: torsional resistance, which is- defined as a moment of not less than 75 pounds (334 N) tlm s the depth of the joist at which the lateral -movement of the top or bottom of the joist with respect to the vertical position of the]( is 0:1 5 inch (3.2 mm). 5. Joist'nails must be driven at a 46 degree angle through the j lit into the headedbeainto achieve the. tabulated loads. 6. Allowable uplift toads have been increased for wind or earth uake loading with no further Increase Is allowed. The allowable uplift, loads must be reduced when other load durations: govem. o • b .� At : a o IF -10�v t FIGURE 7-HHUS SERiS HANGER (seeTable 7) .. FIGURE "URIL.SERIES HANGER (see Table 8) TABLE B- ALLOWABLE LOADS FOR THE SURISUL-SERIES-JOIST HANGERS MODEL NO. DIMENSIONS' (inches) FASTENERS' (Quantity -Type) ALLOWABLE L6ADS'4 (ibs) W H . B Al A2 - eader Jolsf Uptlfe Download Ca=1:33 or _ 1.6 .. CD=1.0 - .CD-' 1.15 - Cp-.125 SUR/L24 : 111116, 3 /te . 2 1 % . 1'/4 4-16d 4-10dx1 /2 450 630 . 610' . 665 . SUR/L26 1/ta 5 : 2.. 1/a 1.l�. 16-16d 6-10dx1 /2.: ' .720. 800 960' 1,000 SUR/L26-2 3la 4'./ts 21 1 /2 2/a. 8-16d .4-16dX1 /2 7i0 1,065 1,225 .1,330 SURiL210-.' 1 Its 83/is . . ? 1�/e ..:1 /4 ..110-16d i0-10dx1 /2 1,200 . 1,330 .. 1,530 1,660. SUR/L214- is/,. 10 - 2 1 & 1 14 1?AW 1.2-1.0dx1 /2 1,440 1,695 _ 1,835, 1,995 SURJL210-2. ..;31a 8.he 2la 1'/2 23/a, :' �14-16d ..;° 6-16dx2/z.' 1,0(i5; 1,860 2,1!l0 2,330 SUR/L414 3aha �2./z 2/a 1 Z'la,: 18-16t} 8-16dx2Jz 1,420* .2,395 .2,500 2,600 For 51:1 loch = 25.4 mm, 1Ibf = 4A5 N. 1. Refer to Figure 8.(this'page) fordeftnitions of hanger nom1helature {W, H; B). These hangers have a 45° skew: 2: Refer to Section 3.2.3 of this report for nail sizes and requ�red minimum physical• properties: 3. Tabulated allowiable loads must be selected based on. duration of load as permitted by the applicable buildingcode. 4. Where SUR/L series hangers support solid -sawn joists, they provide torsional reslstance,.wh1ch is defined as'a moment of not less than 75 pounds (334 N) times the depth the joist at which the laieral_movement of the top -or bottom of the joist with respect to the vertical position Of the jolst is 0.125 Inch (3.2 mm). 5. Allowable uplift loads have been Increased for wind -or ea quake loading with no further Increase is allowed.: The allowable uplift loads must be reduced when other. load durations govern. .: , Page 10 of 10 1 ESR-2649 TABLE 9—ALLOWABLE LOADS FOR THE HSUR/HSUL SERIES JOIST HANGERS DIMENSIONS'. (Inches) FASTENERS : (quantity -Type) ALLOWABLE LOADe.4 (Ibs) MODEL NO. W H - B Al AZ Header Joist Uplifte Download Co=1.33 or =1.6 CD = 1.0 Co=1:15 C6=1.25 HSURIL2&2 318 4's/1s . 2'/,s 1'/. 23/,s 1216d 4-16dx1'/2 715 1,610 1,856 2,000 HSURIL210-2 3'/8 8" 1" Zlis 1'/ 2'/ie 20.16d 6-1662% 1,070 . 2,680 3,080. 3,356 HSURIL214-2 3% 12"/,e 2/ts 1% 2'he . 26-16d 8-16dx2'/2 1,430 3A85 4,005 4,355 HSURIL46 301% 4314 2'/ie -1 23/�s 12-16d 4-16d 715 ' 1,610 1,850 2,000 HSURIL410 39/te 81/2: 2711e 1 2l,8 20-16d 6-16d 1,070 2,680. 3,060. 3,350 HSUR/L414 3%. 12'/2: 016 1 23/1s 26A6d 846d 1,430 3,485 4,005 4,355 1 VI VI• 1 1111i11 �GJ.Y 111111, l IUl � Y.YU 1'/. - - - .. 1. Refer to Figure 9 (this page) for definitions of hanger nomenclature (W, H; B). These hangers have a 45' skew: 2. Refer to.Section 3.2.3 of this report.for nail sizes:and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duratlon of load as permitted by the applicable building code. 4. Where HSUR/L series hangers support -solid -sawn Joists; they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the' depth of the joist at which the lateral movement of the top or bottom of the, joist with respect to the vertical position of:the joist is 0A25 Inch (3.2:mm). 5. Allowable uplift loads have been increased for wind or earthquake loading with no further Increase Is allowed. The allowable uplift loads must be reduced when other load durations govern. Az o. 0 0 o N o - 0 o. B -y FIGURE 9—HSUR14 SERIES HANGER